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RC-15-1024Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Date Issued Occupancy Load Occupancy Type Applicable Code 9701 BISCAYNE BLVD Miami Shores FL 33138 INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 POST ON SITE Permit NO. RC -4-15-1024 Permit Type: Residential Construction 'Work Cl a fication: Addition/Alteration Expires: 07/05/2016 Issue Date: 1/7/2016 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishores village.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DI Y. Requests must be received by 3 pm for following day inspections. Residential Construction Owner's Name: MARIA GABRIELA ALE CASTRO Job Address: 9701 BISCAYNE Boulevard Bond Number: Miami Shores. Ft 33138- Contractor(s) Phone Primary Contractor R -METHOD CONSTRUCTION, INC. (305)798-7620 Yes Parcel #:113206014332 Owner's Phone: Total Square Feet: Total Job Valuation: 1610 $ 153,486.00 F� ,.„e,.�... ..,.ti,, "4 ., N WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. _��di�c. �,w; l' r e p'voe/' Bd q' A l?iirC 2. t AGC, rus5e5 AtattAil u QT fie,/ < <w a � (,e ueL S sc� L_!..outteel \\C,,bA r r� `��j� +� e�wr w • NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARID1S DPL LD ND HAS BEEN APPROVED. PLANS ARE READLY AVAI + BLE. !T IS THE PERMIT APPLICANT'S RESPONSIBILITY TO NS RE THAT WORK IS ACCESSIBLE F ND EXPOSED FOR INSPECTION PURPO NEITHER THE BUILDING OFFICIAL NOR THE CITY SHAL E L ' BLE F XPENSE ENT ILED IAl[ ,THEM L OR REP,i�E NT,,OpF A,j ATERI ^ L REQUIRED TO ALLOW INSPECTION.; / 44j/,�.�/// d d�'01/44" /1' islt,.+ WARNING TO OWNS : '• UR F !LURE TORECORD A o ICE OF r \ ee/ 1D tmc'2. D4.4?2 4 sst11046.0 * , MUST Airs1 ecr ,010) COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Ar, p, e -y r.,.i+ew+vm/t 6py u INSPECTION RECORD STRUCTURAL INSPECT! ®N DATE INSP Foundation ZONING COMMENTS Stemwall Slab AV V Columns (1st ift) Temporary Pole �tt;. Columns (2nd ift) 30 Day Temporary , 44 Tie Beam Pool Bonding l+ 3/ 1 Truss/Rafters 6l . Roof Sheathing Pool Wet Niche Bucks Underground Windows/Doors Footer Ground Interior Framing SIab Insulation Wall Rough /44 - Ceiling Grid Ceiling �i�h��-�-�-,,�, Drywall t ) Imo- z ' Rough .//1.�f� - 41)11 Firewall Telephone Final Wire Lath TV RoLgh Pool Steel Cable Rough Pool Deck Cable Final Final Pool Interco Final Final Fence Alarm Rough Screen Enclosure IIIIII Driveway 1� Driveway Base rim, Tin Cap VA i2-02 Roof in Progress Mop in Progress Hi 4-44red r`/ r '`�- Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA com • liance r` FINAL11111111111101 DOCUMEN r Soil Bearing Cert Soil Treatment Cert Floor Elevation Surve Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS ZONING INSPECTION G DATE INSP Zoning Final ZONING COMMENTS ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground SIab Wall Rough Ceiling �i�h��-�-�-,,�, Rough .//1.�f� - 4 / j Telephone -Rough Telephone Final TV RoLgh TV Final Cable Rough Cable Final Intercom Rough Interco Final Alarm Rough Alarm Final IIIIII Fire Alarm Rough 1� Fire Alarm Final rim, Service Work With: FINAL ELECTRICAL COMMENTS VA i2-02 ..,_,,ri, re,„ p, Hi 4-44red r`/ r '`�- INSPECTION Final Sprinkler Final Alarm FINAL DATE INSP PLUMBING INSPECTION DATE INSP Rough Water Service 2'" Rough Top Out Fire Sprinklers Septic Tank -11 Sewer Hook-up Roof Drains Gas F -171,,,,„„, - LP LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL PLUMBING CO 0 ENTS t- /i otCGe- ui . INSPECTION D INSP Underground Pipe -cutAZw Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum /7 4; MECHANIC COMMENTS Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-253655 Permit Number: RC -4-15-1024 Scheduled Inspection Date: February 29, 2016 Inspector: Rodriguez, Jorge Owner: ALE CASTRO, MARIA GABRIELA Job Address: 9701 BISCAYNE Boulevard Miami Shores, FL 33138 - Project: <NONE> Contractor: R -METHOD CONSTRUCTION, INC. Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition/Alteration Phone Number Parcel Number 1132060143320 Phone: (305)798-7620 Building Department Comments 955 2 STORY ADDITION AND INTERIOR RENOVATION Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments to get to the job site go thru 10 Ave (305)582-2836 February 26, 2016 For Inspections please call: (305)762-4949 Page 57 of 60 ENGINEERING F'' .. , edera & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Field Density Tests of Compacted Soils Method D-6938 Client: R -Method Construction, Inc. Address: 2541 SW 119th Terrace, Miramar, FL 33025 Project: Proposed 2 Story Addition Address: 9701 Biscayne Blvd., Miami Shores, FL 33138 Date: February 17, 2016 Order #: 16-611 Permit #: Tech: TS Area Tested: Slab Infill Compaction Req.: Proctor Method: Material Type: Brown Sand with Some Rock 95% ASTM D-1557 \\�. •.icy Remarks: See Reverse Side (Page 2 of 2) for Disclaimer �\ 30H1V This is a Compaction Test only on the top 12" of the pad and is not a veri en of Soil B 4Ttu tcity. Submitted by -p ,� � , 7"grleBlasl3grt�E . �, ©P2 r�//G r.(5i 1`�rtgineering & 1.940,&. Fldirott' .19.8 ' 946�1� CertirAttiOfj yil of ```` ,QR 471 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, arfdr�ultiM.,..l n\\for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 90 days or after heavy rain/storms, retesting must be performed on this work. Legend for Elevation: PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade PAGE 1 of 2 Test TEST LOCATION Probe Depth Elev. Moist % Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 NW Corner of Pad , 12" FL 9.5 112.4 118.0 10.0 95.3% Yes 2 NE Corner of Pad 12" FL 9.0 115.1 118.0 10.0 97.5% Yes 3 SW Corner of Pad 12" FL 8.8 113.6 118.0 10.0 96.3% Yes 4 SE Corner of Pad 12" FL 9.1 113.2 118.0 10.0 95.9% Yes 5 6 7 8 9 10 11 12 13 14 ..a%11111111i.. \\�. •.icy Remarks: See Reverse Side (Page 2 of 2) for Disclaimer �\ 30H1V This is a Compaction Test only on the top 12" of the pad and is not a veri en of Soil B 4Ttu tcity. Submitted by -p ,� � , 7"grleBlasl3grt�E . �, ©P2 r�//G r.(5i 1`�rtgineering & 1.940,&. Fldirott' .19.8 ' 946�1� CertirAttiOfj yil of ```` ,QR 471 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, arfdr�ultiM.,..l n\\for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 90 days or after heavy rain/storms, retesting must be performed on this work. Legend for Elevation: PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade PAGE 1 of 2 Compacted Soils Method D-6938 Disclaimer - Pursuant to your request, Federal Engineering & Testing, Inc. (FET) has performed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by the client prior to construction to verify subsoil conditions. Our scope of services only included testing the top 12" of added fill rnaterial. FET was not contracted to perform supervision of the building pad preparation. This testing of the added fill material does not include an analysis of the underlying soil materials to determine if they are capable of supporting the proposed structure without settlement. This density compaction test does not warranty any underlying soil materials or conditions below the tested top 12 inches of material. If no soil borings have been performed in the location of the proposed structure, we recommend performing soil borings below all foundation areas of the proposed structure to verify the underlying soil conditions. Environmental analysis of the soil materials is riot part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass!faii compaction results are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc. shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain waters, construction activities, utility or footing excavations, overgrown vegetation, traffic and other disturbances will void this test and the site must be re -compacted and re. tested prior to construction. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. It has been a pleasure working with you and we look forward to doing so in the near future. Page 2 of 2 Krypton Pest Control Co. 2215 WEST 78th STREET HIALEAH, FLORIDA 33016 PH: (305) 828-2999 • BROWARD: (954) 779-1535 SERVICE AGREEMENT ACCT #: INSPECTION DATE: INITIAL TREATMENT DATE* D.. Buyer's Name Street Address (Treating Address) tSC \L V \`l �? City State J Zip Code el 0 s—� O — Business Phone Home Phone Type Structure V G kL% erS Name (Agent) Street Address (Mailing Address) ` ,r ��k Lt. 'la ii ( Z. City / State \ Zip Code a. \ Month Day Year Krypton Pelt Control, Co. is hereby authorized to treat the premises described above for the control of: Targe t(s) Native Subterranean Termites ❑ Moisture Control On the Basis of: ❑ Livi Infestation O yidence of Infestation 1 Prevention ❑ No Inspection ❑ Formosan Termites ❑ Drywood Termites Company is�to Issue the type of guarantee as checked below Five Years Limited Guarantee ❑ No -Warranty ❑ Retreatment only J 1. Subterranean Termite Treatment...$ • fl -"e 2. Drywood Termite Liquid or Foam Treatment $ 3. Other Fees $ 4. Sales Tax $ 5. TOTAL Price $ (ICN • CA 6. LESS Down Payment $ 7. Unpaid Balance of Price $ car„/ RECITALS 1. KRYPTON PEST CONTROL CO. (Company) shall provide a Limited Warranty and subterranean termite control services in conformity with applicable federal and state requirements. THIS LIMITED WARRANTY SHALL. APPLY TO THE PREMISES AND STRUCTURE(S) SPECIFICALLY LISTED ABOVE AND NOT TO THE CONTENTS OF THE STRUCTURE(S) FENCES, DECKS OR DETACHED STRUCTURES OF ANY KIND UNLESS OTHERWISE STATED IN THIS AGREEMENT. THIS CONTRACT CONTAINS A LIMITED WARRANTY WHICH PROVIDES FOR RETREATMENT ONLY AND NOT FOR THE REPAIR OR REPLACEMENT OF TARGET PEST DAMAGE TO THE TREATED STRUCTURE(S) OR ANY OF ITS CONTENTS. REFERENCES TO AND/OR WARRANTY LIMITATIONS, SPECIAL CONDITIONS, DISCLAIMERS AND EXCLUSIONS ARE IDENTIFIED IN BOLD PRINT IN THIS AGREEMENT. 2. The provisions set forth at paragraph 12 only apply to pre -construction preventative termiticide applications made to the soil pad and footings before the slab is poured and subsequent treatment upon final grade if required by the applicable EPA approved label. Such services shall be referred to as "Pre -Treats". All other provisions of this agreement shall apply to both pre -treats as well as post -construction services for the control of existing or suspected subterranean infestatioi is. TERMS 3. Unless otherwise stated herein, this contract contemplates the use of a barrier applicatipr 9f ua residtermiticide. Purchaser may obtain annual renewals of this limited warranty for up to four (4) additional years. The initial renewal fee shall be $ 1 ' 0 The renewal fee may be increased at the time of the third renewal and any subsequent renewal. 4. Compa shall provide subterranean termite control services as follows: Company wi:l provide drywood termite control using: Pre-treatment only Post -construction treatment for confirmed infestation Post -construction treatment for suspected infestation or preventative treatment 5. Company shall perform a subterranean termite control treatment and provide a one year limited warranty for the premises described above against the infestation of native subterranean termites only. THIS LIMITED WARRANTY SHALL EXCLUDE COVERAGE FOR FORMOSAN TERMITES, OTHER NON NATIVE SUBTERRANEAN TERMITE SPECIES, DRYWOOD TERMITES, OR ANY OTHER WOOD DESTROYING ORGANISMS UNLESS OTHERWISE STATED IN THE "TARGET PEST" BOX ON THIS FORM. KRYPTON PEST CONTROL, CO. BY: Notice of treatment posted at: Cr V `ri U SEE REVERSE SIDE FOR ADDITIONAL IMPORTANT CONTRACT TERMS. Purchaser (sta Date: 6. LIMITED WARRANTY In the event of continued target pest infestation or re -infestation, Company will provide additional termiticide treatment at the infestation site, as may be reasonable and necessary, at no extra charge to purchaser provided that the existence of such infestation is brought to Company(s) attenton and confirmed by Company while this limited warranty is in effect. Upon Purchaser(s) request, Company shall conduct an annual inspection of the premises and additionally may conduct additional inspections as Company may deem appropriate. 7. THIS LIMITED WARRANTY DOES NOT APPLY TO TERMITE OR TERMITE RELATED DAMAGE TO THE STRUCTURE, ITS CONTENTS, TREES OR SHRUBS, AND ACCORDINGLY COMPANY WILL NOT BE RESPONSIBLE FOR SUCH DAMAGES OR ANY CONSEQUENTIAL DAMAGES UNLESS DUE TO THE GROSS NEGLIGENCE OF COMPANY. 8. Although Company may provide the purchaser with a courtesy notice of the applicable renewal date, it sha:l nevertheless be the responsibility of the purchaser to pay the renewal fees on a timely basis in order to maintain this limited warranty. This limited warranty shall terminate if renewal fees are not paid on or before the expiration date of the initial limited warranty or any extension thereof. 9. The cap upon the number of extensions of this limited warranty has been provided for due to the probable persistence limitations of those termiticides that are presently lawfully available for subterranean termite treatment. Upon the expiration of the last renewal period provided for herein, Company and the purchaser may, by mutual written agreement, provide for the extension of this limited warranty and/or re -treatment for additional compensation. 10. This contract and limited warranty apply to the structure as it exists as of the date of the initial treatment. Because subterranean termite control is in part based upon the establishment of 'chemical barriers around and/or under the structure, any structural alterations, additions to the property, or disturbance to these barriers can compromise Company(s) treatment and facilitate subterranean termite infestation. Accordingly, the purchaser must give Company reasonable advance written notice of any addition or alteration of the premises and allow Company to effect appropriate pre- or post- construction treatment as may be reasonable and necessary to maintain subterranean termite control. THE FAILURE OF THE PURCHASER TO PROVIDE SUCH NOTICE AND ALLOW FOR ADDITIONAL TREATMENT, MAY RESULT IN THE TERMINATION OF THIS LIMITED WARRANTY. 11. COMPANY MAY TERMINATE THIS AGREEMENT AND ASSOCIATED LIMITED WARRANTY UPON PURCHASER(S) FAILURE OR INABILITY TO CORRECT ANY OF THE FOLLOWING CIRCUMSTANCES WHICH CAN MATERIALLY COMPROMISE THE EFFICACY OF COMPANY(S) TERMITE CONTROL MEASURES: Unremoved wooden form stakes, direct wood soil contact, stucco below grade construction, accumulations of mulch, wood debris or lumber at treated areas, cracks in the slab and/or expansion joints, untreated new construction and any other condition conducive to termite infestation not attributable to company. In such instances, Purchaser shall be required to correct at his expense such conditions and compensate company for termiticide treatment which may be reasonable and necessary to mantain or reinstate the termiticide barrier. Purchaser shall allow Company(s) employees reasonable access for the purpose of performing a,l necessary treatment applications and inspections. All construction or alterations to the treated premises shall be made consistent with the South Florida Building Code. Before the Company(s) initial treatment and/or in the instance of any re -treatment of the premises, the purchaser shall, at his expense: - Correct or cure structural or physical deficiencies or conditions which materially interfere with the efficacy of the termiticide barrier. - Provide Company with reasonable and necessary access to inspect and treat the premises which may include on an as needed basis the insta',ation of a tub trap access, down drilling of interior flooring and tile, temporary removal of built in elements and/or installation of access panels. Purchaser shall provide company with plans for the structure(s) to be treated and specifically advise Company as to the location of any wells or water retention facilities on the treated premises. Purchaser hereby holds Company harmless for any damage or adverse effect upon any construction element when such disclosures have not been made. 12. Purchaser shall advise its contractors and agents that the disturbance of the pre -treat chemical barrier by walking upon the same, regrading the pad, remov- ing and/or re -situating plumbing or electrical Ines can materially compromise the effectiveness of the termiticide barrier. In the event of such occurrences due to the actions of purchaser(s) agents or any third party not under Company(s) direction and control, purchaser shall advise Company of such events and allow for re -treatment at purchase's expense. Purchaser sha:l promptly advise Company when construction and final grading are complete so that Company can perform the final exterior foundation treatment required by law. MATERIAL VIOLATIONS OF THIS PARAGRAPH BY PURCHASER MAY RESULT IN THE VOIDING AND TERMINATION OF THIS AGREEMENT AND ASSOCIATED LIMITED WARRANTY. 13. Termiticide used: termiticide or treatment meth d. CJ . Company reserves the right in any subsequent treatment to use any other appropriate EPA approved 14. There are no agreements, expressed or implied, between the parties to this contract except as set forth herein. There are no warranties of merchantability for a particular purpose. This contract may not be altered without written consent of both parties. 15. BUYER(S) RIGHT TO CANCEL THIS ISA HOME SOLICITATION SALE AND IF YOU DO NOT WANT THE GOODS OR SERVICES, YOU MAY CANCEL THIS AGREEMENT BY PROVIDING WRITTEN NOTICE TO THE SELLER IN PERSON, BY TELEGRAM OR BY MAIL. THIS NOTICE MUST INDICATE THAT YOU DO NOT WANT THE GOODS OR SERVICES AND MUST BE DELIVERED OR POSTMARKED BEFORE MIDNIGHT OF THE THIRD BUSINESS DAY AFTER YOU SIGN THIS AGREEMENT. IF YOU CANCEL THIS AGREEMENT, THE SELLER CANNOT KEEP ALL OR PART OF ANY CASH DOWN PAYMENT. YOU ARE ENTITLED TO AND SHOULD RECEIVE AN EXACT EXECUTED COPY OF THIS AGREEMENT. 16. Should it be necessary to drill in t::ed areas, remove baseboards, paneling, or landscaping for treatment purposes, Company(s) technicians will exercise reasonable care. COMPANY SHALL NOT BE RESPONSIBLE FOR ANY INCIDENTAL DAMAGE TO SUCH ELEMENTS UNLESS DUE TO ITS GROSS NEGLIGENCE. 17. COMPANY(S) LIMITED WARRANTY AND ANY LIABILITY THEREUNDER MAY BE ABATED OR TERMINATED SHOULD THE COMPANY BE PREVENTED FROM FULFILLING ITS RESPONSIBILITIES UNDER THE TERMS OF THIS AGREEMENT BY REASON OF ACTS OF WAR, OPERATION OF LAW, NATURAL DISASTER AND/OR UNAVAILABILITY OF ESSENTIAL MATERIALS, OR THE CUSTOMER(S) FAILURE TO PROVIDE REASONABLE COOPERATION UNDER THIS CONTRACT. 18. In the event that matters arising out of or pertaining to this Agreement and Limited Warranty are litigated in a Court of competent jurisdiction, then such matters shall be tried by a judge only and not by jury trial. The law of the State of Florida shall apply to a;; of the terms o' this contract. This contract and limited warranty may be assigned to a purchaser of the treated residence. Such notice of assignment must be directed to Company in writing, must be made while this agreement is in full force and effect and within 60 days of any change of ownership of the treated property. In the event that any paragraph or subparagraph of this Agreement is found to be unenforceable by a Court of competent jurisdiction, such a finding shall not affect the validity or enforceability of the remaining provision of this Agreement. Purchaser acknowledges receipt of this contract and limited warranty and that all questions about it have been clearly answered by Company to purchaser(s) satisfaction. via 46 4 6,.,F' i,.: µle i 1 .,. 0. ..- _ ;,. s yM ' rr t ti; �. �' • Cfl tsJ ,,...,..,.r.. -:^ - ' . "trio t;0 Notice of Preventive Treatments for Termites,§..,, (As required by Florida Building Code (FBV) 104.2.6) Krypton Pest Control Co. 2215 West 78 Street, Hialeah, FI. 33016 Dade: (305) 828-2999 / Broward: (954) 779-1535 9701 BISCAYNE BOULEVARD,MIAMI SI IORES,FL. 33138 i / i { Address of Tiatment. or Lot/Block of Treatment 02/24./16 9:00 A.M. RAUL RODRIGUEZ Date 'rime Applicator CYDER TC CYPERMETI IRIN 70 GALLONS Product used Chemical Used (active ingredient) Number of Gallons Applied 0.25, 700 SF Percent Concentration Arca Treated (Square feet) Linear Feet treated ADJOINING SLAB Stage of Treatment (Horizontal, 'Vertical, Adjoining Slab, Retreat of Disturbed Area) As per 104.2.6 If soil chemical barrier Method for termite prevention is used, final exterior treatment shall be Completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line November 27, 2017 U3) rn e:t h o residential+retail architecture Miami Shores Village Building Department, 10050 NE 2' Ave Miami Shores, Florida 33138 Re: Permit No. RC15-1024 Proposed Addition and Renovations at: 9701 Biscayne Blvd. Miami Shores, FI. Folio: 11-3206-014-3320 Attn: Building Department, I Jose Ruben Jimenez, having performed and approved the required inspections at the renovation and addition, I hereby attest to the besf of my knowledge, belief and professional Judgment, the sfructural and envelope components of the above referenced renovation are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgment, the approved permit plans represent the as built condition of the structural and envelope component of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code and must be submitted to the Village of Miami Shores Building Department in conjunction with the application for a Certificate of Completion for.the .above referenced structure. Feel free to contact me if you should have any questions. Cordially, Jose Ruben J enez, R.A. Florida Licens No. AR94903 Date: 11-27-17 T: 305.582.28 6 300 Oakwood Lane Suite 100 Hollywood, Fl. 33020 e: info@r-method.net Page 1 : I�tpiiicti4r>~ W�rljsheet • INiairhi'Sh6res. Vitra ge 10050 N.E. 2nd Avenue MjarruAhores, FL Phine fa05);9`j-220.4 'Fa E: (3415)756-8972 • • • • • • • ••• ••• ••• • nspection Number: INSP-293428 Permit Number: RC -4-15-1024 Inspection Date: December 06, 2017 Inspector: Kendall, Travis • . • • • •• • • • • • ••• .• Owner: ALE CASTRO, MARIA GABRIELA Job Address: 9701 BISCAYNE Boulevard Miami Shores, FL 33138 - Project: <NONE> Contractor: R -METHOD CONSTRUCTION, INC. • Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number Parcel Number 1132060143320 Phone: (305)798-7620 Building Department Comments 955 2 STORY ADDITION AND INTERIOR RENOVATION 06/09/2016 NEEDS A CHANGE OF CONTRACTOR FROM R -METHOD TO DVG BUILDERS Infractio Passed Comments INSPECTOR COMMENTS False Passed Inspector Comments Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. until December 06, 2017 For Inspections please call: (305)762-4949 Page 1 of 1 tz • • ••• • • • ••• •• •• • • • •• •• • • • • •• • • • • • • • PERMIT #: •: ••• .•. ••• Miami S;M�r�!ViIIac • • •• • " • • • • • APPROVED DATE 1•• •• 7 •.• • • • • • • • ••• •• SUBJECT 10 C(,M°I !f`NCE WI FH ALL FEUFRAL S I A -E ANL) LC,WJN, , (r1l,l -.S Arft _ 'JI_A F C)NS / / _ .T / N.E. 98th STREET _ A (75' RIG- HT—OF—WAY) -2° .: t;.:. -•::FOUND 1/Y ^: ,. UNIMPROVED IRON ROD" " •- " - 0.09'(S)`�• FOUND 1/2' IRON PIPE '42"E(C -o/s 0.2r(E) 0.0e'(s) RECEIVED DEC 0 6 2017 's2CURB Aa" GUTTER 9 LOT 1 BLOCK 79 FOUND NAIL 225 & DISC, NO ID o/s 0.14'(E) 'V .. 0.10'(5) ELMISINIMMI kir,71.411I:Iilfdlxt. FA •Y118.6'ASPHA4T PAVEMENT 97th'STREET (75' RIGHT—OF—WAY) SCALE: 1" = 40' SKETCH NO.: 10-0398 DRAWN BY: Q.D.I. SIDE 2 OF 2 PI1VNE • ...:.• ••C•• Elt . 5300 W. HILLSBORO BL;, 15=A C PHONE(954)418-4940 FAX 3)418*4.J EMAIL: 4;0LRTW1CATB NO. •ItB6857• • • • •• • • m. • • • •• • SURVEY ADDRESS: 9701 BISCAYNE BLVD. MIAMI SHORES, FLORIDA 33138 FLOOD ZONE & ELEVATIONS: FLOOD ZONE: X(0.2%) BASE FLOOD ELEVATION: N/A CONTROL PANEL NO.: 120652-0306-L DATE OF FIRM INDEX: 09/11/09 REFERENCE BENCHMARK.: MIAMI-DADE COUNTY ENGINEERING B.M. "B-62" ELEVATION = 8.6T • • • • • • ••• • • •••••• CERTIFY TO: 1. JOSif.GU;I �ERMO CA•STRO AND MARIA GABRIELA ALE CASTRO • • • • • • • • • • • • • •11 • • •• ••• • • • • • •• POTENTIAL ENCROACHMENTS: 1. NONE VISIBLE. LEGAL DESCRIPTION: LOTS 1, 2, 3 AND 4, BLOCK 79 OF "MIAMI SHORES SECTION NO. 3", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. fr • 1 LEGEND & ABBREVIATIONS: A A/C A.E. B.M. B.C.R. C.B.S. = ARC = AIR CONDITIONER = ANCHOR EASEMENT = BENCHMARK = BROWARD COUNTY RECORDS = CONCRETE BLOCK STRUCTURE CHATT. = CHATTAHOOCHEE C.O. = CLEANOUT CONC. = CONCRETE C.L.F. = CHAIN LINK FENCE C.L.P. = CONCRETE LIGHT POLE (C) = CALCULATED C.B. = CHORD BEARING C.R. = CABLE RISER (D) = DEED D.B. = DEED BOOK M-D.C.R.= MIAMI-DADE COUNTY RECORDS D.E. ELEV. E.S. F.P. & L. L.B. L.P. M.H. (M) NAVD NGVD NO. O.H. O.R.B. O/S (P) P.B.C.R P.B. = DRAINAGE EASEMENT = ELEVATION = ELECTRIC SERVICE = FLORIDA POWER & LIGHT = LICENSED BUSINESS = LIGHT POLE = MANHOLE = MEASURED = NORTH AMERICAN VERTICAL DATUM = NATIONAL GEODETIC VERTICAL DATUM = NUMBER = OVERHANG = OFFICIAL RECORDS BOOK = OFFSET = PLAT = PALM BEACH COUNTY RECORDS = PLAT BOOK P.C. P.E. P.I. P.R.0 P.O.B P.O.0 P.P. R R/W T (TYP. U.E. W.F. W.M. A 1 • = POINT OF CURVATURE = POOL EQUIPMENT = POINT OF INTERSECTION = POINT OF REVERSE CURVE = POINT OF BEGINNING = POINT OF COMMENCEMENT = POWER POLE = RADIUS = RIGHT-OF-WAY = TANGENT = TYPICAL = UTILITY EASEMENT = WOOD FENCE = WATER METER = DELTA OR CENTRAL ANGLE = CENTERLINE = ELEVATION GENERAL NOTES: 1. TYPE OF SURVEY: BOUNDARY 2. IF THIS SURVEY HAS BEEN REVISED AS INDICATED IN THE REVISION BOX SHOWN HEREON, THEN ANY AND ALL PREVIOUS VERSIONS OF THIS SURVEY PREPARED BY PINNELL SURVEY, INC. ARE NULL & VOID. 3. THE PROPERTY SHOWN HEREON WAS NOT ABSTRACTED FOR OWNERSHIP, RIGHTS-OF-WAY, EASEMENTS OR OTHER MATTERS OF RECORD BY PINNELL SURVEY, INC. THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT DEPIC iEU ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THE COUNTY, FOR WHICH THE SUBJECT PROPERTY IS LOCATED IN. 4. UNLESS OTHERWISE NOTED, FIELD MEASUREMENTS ARE IN AGREEMENT WITH RECORD MEASUREMENTS. 5. ELEVATIONS SHOWN HEREON (IF ANY) ARE RELATIVE TO NGVD 1929, UNLESS OTHERWISE NOTED. 6. UNDERGROUND IMPROVEMENTS AND UTILITIES ARE NOT LOCATED. 7. FENCE AND WALL OWNERSHIP IS NOT DETERMINED. 8. THIS DRAWING IS THE PROPERTY OF PINNELL SURVEY, INC. AND SHALL NOT BE USED OR REPRODUCED, WHOLE OR IN PART WITHOUT WRITTEN PERMISSION & AUTHORIZATION FROM PINNELL SURVEY, INC. 9. ALL EASEMENTS SHOWN ON THE ATTACHED DRAWING ARE PER THE RECORD PLAT (UNLESS OTHERWISE NOTED). 10. BEARINGS SHOWN HEREON ARE BASED ON AN ASSUMED BEARING OF SOUTH 00°00'00" WEST ALONG THE EAST LINE OF BLOCK 79, PLAT BOOK 10, PAGE 37, M-D.C.R. CERTIFICATION: THIS IS TO CERTIFY THAT I HAVE RECENTLY SURVEYED THE PROPERTY DESCRIBED IN THE FOREGOING TITLE CAPTION AND HAVE SET OR FOUND MONUMENTS AS INDICATED ON THIS SKETCH AND THAT SAID ABOVE GROUND SURVEY AND SKETCH ARE ACCURATE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. I FURTHER CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE UNDER RULE 5J-17, FLORIDA ADMINISTRATIVE CODE, ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS. THIS SURVEY IS NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. PROFESSIONAL SURVEYOR & MAPPER LICENSE NO. 5734, STATE OF FLORIDA / DATE OF SURVEY: 03/25/10 • FIELD BOOK/PAGE: 359/26, 564/04 SIDE 1 OF 2 FINAL SURVEY (17-1206) 07/27/17 O.C./J.P. UPDATE SURVEY (13-1475) 09/10/13 J.P. UPDATE SURVEY (11-0323) 03/16/11 J.P. REVISIONS DATE CHK'D BY , SKETCH NO.: 10-0398 DATE OF SURVEY: 03/25/10 CHECKED BY: J.P. FIELD BOOK/PAGE: 359/26, 564/04 SIDE 1 OF 2 dIV •/$($3 Certificate of Compliance for Termite Protection As required by Florida Building Code (FBC) 1816.7) Krypton Pest Control Co. 2215 West 78th. St., Hialeah, FL 33016 Dade: (305) 828-2999 / Broward:(954) 779-1535 9701 BISCAYNE BLVD.,MIAMI SHORES,FL. 33138 Address of treatment or Lot/Blk# of treatment SOIL BARRIER Method of termite treatment - soil barrier, wood treatment, bait system, other (describe) The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. Authonzzed Signature F k)3 Notice of Preventive Treatments for Termites (As required by Florida Building Code (FBV) 104.2.6) Krypton Pest Control Co. 2215 West 78 Street, Hialeah, Fl. 33016 Dade: (305) 828-2999 / Broward: (954) 779-1535 9701 BISCAYNE BLVD.MIAMI SHORES, FL. 33138 10/26/17 Date CYPER TC Product used 0.25 Percent Concentration Address of Treatment or Lot/Block of Treatment _ 1:3.0 P.M. RAUL RODRIGUEZ Time Applicator CYPERM HRIN Y 17 GALLONS Chemical Used (active ingredient) Nuinber of Gallons Applied 65 LF Area Treated (Square feet) Linear Feet treated ADJOINING SLAB Stage of Treatment (Horizontal, Vertical, Adjoining Slab, Retreat of Disturbed Area) As per 104.2.6 If soil chemical barrier method for termite prevention is used, final exterior treatment shall be Completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line 10/26/17 �.., c•-•" er v�J _LA Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Pe mit Permit NO. RC -4-15-1024 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 1/7/2016 Expiration: 07/05/2016 Parcel Number Applicant 9701 BISCAYNE Boulevard Miami Shores, FL 33138- 1132060143320 Block: Lot: MARIA GABRIELA ALE CASTRC Owner Information Address Phone CeII MARIA GABRIELA ALE CASTRO 9701 BISCAYNE Boulevard MIAMI SHORES FL 33138-2540 9701 BISCAYNE Boulevard MIAMI SHORES FL 33138-2540 Contractor(s) Phone R -METHOD CONSTRUCTION, INC. (305)798-7620 CeII Phone Valuation: Total Sq Feet: $ 153,486.00 1610 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: 955 2 Stories: 2 Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : STORY ADDITION AND INTE Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $92.40 $50.00 $69.07 $69.07 $30.80 $4,604.58 $120.00 $120.00 $160.00 $93.00 $123.20 $6,032.12 OWNERS AF construction and zonin• Fut that ? Pay Date Invoice # 01/07/2016 04/29/2015 Bond #: 2949 Pay Type RC -4-15-55379 Check #: 1261 $ 5,982.12 $ 50.00 Check #: 1260 $ 50.00 $ 0.00 Amt Paid Amt Due Available Inspections: Inspection Type: Fill Cells Columns Wire Lathe Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss lnsp Columns Foundation Window and Door Buck F. Termite Letter F. Elevation Certificate Declaration of Use Review Plumbing Review Plumbing Review Plumbing Review Planning Review Mechanical Review Structural Review Electrical Review Electrical Review Electrical Review Electrical Review Structural Review Structural Review Building Review Building Review Building II the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating I authorize the above-named contractor to do the work stated. January 07, 2016 Authorized Sig ature: Owner / Applicant / Contractor / Agent Date January 07, 2016 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores. Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: 9701 BISCAYNE BLVD RECEIVED APR 2 2015 BY: FBC 2010 Permit No. -0._ J Master Permit No. ROOFING City: Miami Shores Folio/Parcel#: 11-3206-014-3320 County: Miami Dade Zip: 33138 Is the Building Historically Designated: Yes NO V Flood Zone: X JOSE GUILLERMO CASTRO & OWNER: Name (Fee Simple Titleholder): MARIA GABRIELA ALE Phone#: 786-282-6917 Address: SAME AS ABOVE City: State: Zip: Phone#:N/A Tenant/Lessee Name: N/A Email: MAGALEC@GMAIL.COM Lel' 36 s- S82-- 2S 2 CONTRACTOR: Company Name: R -METHOD CONSTRUCTION, INC. Phone#: 305-798-7620 Address: 2541 SW 119th TERRACE City: MIRAMAR Qualifier Name: LORENA TELLO State: FLORIDA Zip: 33025 Phone#: 305-798-7620 State Certification or Registration #: CGC 1519419 Certificate of Competency #: N/A Contact Phone#: 305-798-7620 Email Address: info@r-method.net DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ-Arch. / MONZER FARAMAWI-P.E. Phone#: 305-582-2836 / 954-227-R633 Value of Work for this Permit: $ 153,486.00 Type of Work: )(Addition XAlteration 955 S.F. 2 -STORY ADDITION Square/Linear Footage of Work:655 S.F. INTERIOR RENOVATION ❑New URepair/Replace UDemolition Description of Work: The Owners are proposing to do a 955 S.F. two-story addition ( 600 S.F. - First Floor & 355 S.F. - Second Floor) on the NE corner of existing residence and renovate approximately 655 S.F. ( 550 S.F. - First Floor & 105 S.F. - Second Floor) of their existing residence. Color thru tile: ***************************************Fee***************************************** G * � ^ �• Submittal Fee $ / ' w 4 r Permit Fee $ ` 4 CCF $ CO/CC : Alm Scanning Fee $ J .d3 Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ tt ,, TOTAL FEE NOW DUE $ G / L/ E32e /2 Technology Fee $ 5/ q(2. Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Zip Mortgage Lender's Narne (if applicable) N/A Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed 10 meei the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information .is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice. to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of comnwneement and construction lien law brochure will be delivered to the person whose property is subject to anachnzent. Also, a certified copy of the recorded notice of co enceme 1 n .51 be posted at the job she jor the :first inspection which occurs seven (7) days after the building permit is iSsued, the ab nce of suet loved notice, the inspection will not he approved and a reinspection fee will be charged. Signature 9wner or Agent;) The foregoing instrument was acknowledged before me this day of Airs:t , 20 15 . by -0-&ed &ISO fr Signature The foregoing instru era was at.. owledged hefore me thi2gC4 day of Ate ,20 Lorg$'• Te..110 who is personally known to inek4vho has produced who is personally known to me or who has produced As identification and who did take an oath. t as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Werla) g0rY14i1 0 .V.ZW My Commission Expires: s...v 1 • rkes .. il.4 ,..i COMMISSION 0 FF 111805 :-.... • :-. EXPIRES: April 10, 2018 WVAV.AARONNOTARY.COIA *********************** ************************** APPROVED BY Sign: Pont Milena Romano my coo, Plans .Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revisell 3/15/09) ;;IV; Ti;g,, CRUZ LOPEZ A. A Notary Public - State 01 Florida :. .- .:. #IVARMAY-044M049*n Commission # E 84724 onina Clerk STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 TELLO, LORENA R -METHOD CONSTRUCTION, INC. 2541 SW 119 TERR MIRAMAR FL 33025 Cong- ratulations! With this license you become one -of the nearly - — one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and leam more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! DETACH HERE RICK SCOTT, GOVERNOR (850) 487-1395 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGC1519419,'° ISSUED:', 09/01/2014 Ii CERTIFIED GENERAL" CONTRACTOR I TELLO, LORENA„ R -METHOD CONSTRUCTION, INC. z:;,` ( IS CERTIFIED under the provisions of Ch.489 FS. Expiratiwt date AUG 31, 2016 L14139010000627 KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER • The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 TELLO, LORENA - • R -METHOD CONSTRUCTION, INC. • 7950 NW 53 ST #337 DORAL FL 33166' k ` ISSUED: 09/01/2014 DISPLAY AS REQUIRED BY LAW SEQ # L1409010000827 BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895 — 954-831-4000 VALID OCTOBER 1, 2014 THROUGH SEPTEMBER 30, 2015 11 DBA: Business Name: R METHOD CONSTRUCTION INC Owner Name: TELLO, LORENA Business Location: 2541 SW 119 TER MIRAMAR Business Phone: 305-914-5355 Rooms Seats ENERA LCONTRACTOR (GENERAL Receipt #:G Business Type:CONTRACTOR) Business Opened:04/24/2015 State/Cou nty/Cert/Reg :CGC 1519419 Exemption Code: Employees Machines Professionals 1 For Vending Business Only Number of Machines: Vending Type: Tax Amount Transfer Fee NSF Fee Penalty — Prior.Years. Collection Cost Total Paid 13.50 0.00 0.00 0.00 0.00 1 0.00 13.50 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non -regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: R METHOD CONSTRUCTION INC 2541 SW 119 TER MIRAMAR, FL 33025 2014 - 2015 Receipt #30A-14-00006837 Paid 04/24/2015 13.50 42DMA/ .Atili:C:61:1KIT_v"t._nceai 11:1S )F S. :TAY Fl�'[ ACORU® `� CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) 4/22/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Dopazo & Associates Inc 8725 NW 18th Terr Ste 300 Miami FL 33172 CONTACmo T MaxiDopazo CPIA NAME: (NC. Ext): (305) 470-8500 FAX C, No): (866) 647-9673 E-MAIL ADDRESS: max@doP azo.com INSURER(S) AFFORDING COVERAGE NAIC # INSURER A Accident Ins Co 11573 INSURED R -Method Construction Inc 2541 SW 119th TER Miramar FL 33025 INSURER B : CPP0008397-02 INSURER C : 4/24/2016 INSURER D : $ 1,000,000 INSURER E : M Dopazo CPIA/MAD INSURER F : X COVERAGES CERTIFICATE NUMBER CL1542209793 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LIR TYPE OF INSURANCE ADDL INSD SUBR WVD POUCY NUMBER POLICY EFF (MM/DD/YYYY) POUCY EXP (MMIDD/YYYY) UMITS A X COMMERCIAL GENERAL LIABILITY CPP0008397-02 4/24/2015 4/24/2016 EACH OCCURRENCE $ 1,000,000 M Dopazo CPIA/MAD CLAIMS -MADE X OCCUR PRS aEc c PREEMMI DAMAGE SES ( (Ea occurrrrence) $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL BADV INJURY $ 1,000,000 GE X 'L AGGREGATE POLICY OTHER: LIMIT APPLIES PRO- JECT PER: LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 2,000,000 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ $ DED RETENT ON $ WORKERS COMPENSATION AND EMPLOYERS' ABILITY LI ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below Y / N N / A PER STATUTE OTH- ER El. EACH ACCIDENT $ E.L DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) General Contractor. CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE BUILDING DEPARTMENT SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2ND AVE MIAMI SHORES, FL 33138 AUTHORIZED REPRESENTATIVE -7 M Dopazo CPIA/MAD �� .l� ACORD 25 (2014/01) INS025 /2014011 © 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 2/14/2015 EXPIRATION DATE: 2/13/2017 PERSON: TELLO LORENA FEIN: 274448535 BUSINESS NAME AND ADDRESS: R METHOD CONSTRUCTION INC 2541 SW 119 TERR MIRAMAR FL 33025 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 0',VCERTIFICATE OF LIABILITY INSURANCE DATE(MM/00/YYYY) 04/15/15 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. THIS POLICIES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terns and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER tnterAssurance 9190 Biscayne Blvd., Suite #201 Miami Shores, FL 33138 Phone (305)758-8322 Fax (305)758-4456 CONTACT Ariel Ajo PHONE 305 75 1 (ac No): (305)758-4456 A.. G.Na. Eat) ( ) 8 8322 —.-_.._.... _ADDRESS: ariel iginterassuranc.com INSURER(S)AFFORDING COVERAGE NAIC # INSURER A : ENDURANCE AMERICAN SPECIALTY INS COMPANY 417418 INSURED DVG BUILDERS, INC 260 PAYNE STREET MIAMI SPRINGS, FLORIDA 33166 (305) 506-7308 C(IVFRAr.`.FA nce��.�,.+.-.�..,.....�.. INSURER B : $ LJ CLAIMS -MADE [J OCCUR INSURER C : INSURER D : (_ INSURER E : $ 1,000,000.00 T_^ INSURER F: �_ REVISION NUMBER THIS INDICATED. CERTIFICATE EXCLUSIONS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS MAY BE ISSUED OR MAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDLSUBR INSR Y WVD POLICY NUMBER CBC20000019300 POLICY EFF (MMIDDIYYYY) 07/30/2014 POLICY EXP (MM/DD/YYYY) 07/30/2015 OMITS EACH OCCURRENCE S 1.000,000.00 A GENERAL LIABILITY Litin COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTD PREMISES (Ea occurrence) $ 100,000.00 $ LJ CLAIMS -MADE [J OCCUR MED EXP (Any one person S 5,000.00 (_ PERSONAL & ADV INJURY $ 1,000,000.00 il GENERAL AGGREGATE S 2.000,000.00 GEN'LAGGREGATE LIMIT APPLIES PER: _' POLICY ' . PRO- r - ,.....i LOC PRODUCTS - COMP/OP AGG $ 1.000,000.00 DEDUCTIBLE 5 0.00 AUTOMOBILE LIABIUTY f ANY AUTO t AUTOS NED n AUTOS SCHEDULED 1 LJ HIRED AUTOS ( j NO .OWNED 1 ' COMBINED SINGLE LIMIT (Ea accident) S BODILY INJURY (Per person) S BODILY INJURY (Per accident) S PROPERTY DA MA GE s (Per accident) $ J UMBRELLA UAB i OCCUR EXCESS UAB [J CLAIMS -MADE N / A EACH OCCURRENCE S AGGREGATE 5 1 DED Li RETENTIONS '—I WC STAN- &H- 0 TQRI.LIMITS F. ER 5 WORKERS COMPENSATION AND EMPLOYERS' LIABILITY y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED/ 1 (Mandatory In NH) I Ilyes, describe under E.L. EACH ACCIDENT S E.L. DISEASE - EA EMPLOYE S DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT S DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space is required) GENERAL CONTRACTOR CERTIFICATE wri r1Co _--.__-- _____ MIAMI SHORES VILLAGE BUILDING DEPARTMENT 10050 N.E. 2ND AVENUE MIAMI SHORES, FLORIDA 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Ariel Ajo E ::- ACORD 25 (2010/05) QF © 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD CERTIFICATE OF LIABILITY INSURANCE Date I 4/17/2015 Producer: Plymouth Insurance Agency 2739 U.S. Highway 19 N. Holiday, FL 34691 This Certificate is issued as a matter of Information only and confers no rights upon the Certificate Holder. This Certificate does not amend, extend or alter the coverage afforded by the policies below. (727) 938-5562 Insurers Affording Coverage NAIC # Insured: South East Personnel Leasing, Inc. & Subsidiaries Insurer A: Lion Insurance Company 11075 2739 U.S. Highway 19 N. Insurer B: Holiday, FL 34691 Insurer c: Insurer D: Insurer E: Coverages The policies of insurance listed below have been issued to the insured named above for the policy period indicated. Notwithstanding any requirement, term or condition of any contract or other document with respect to which this certificate may be issued or may pertain, the insurance afforded by the policies described herein is subject to at the terms, exclusions, and conditions of such polities. Aggregate limits shown may have been reduced by paid claims. INSR LTR ADDL INSRD Type of Insurance Policy Number Policy Effective Date (MM/DD/YY) Policy Expiration Date (MM/DD/YY) Limits GENERAL LIABILITY Commercial General Liability Each Occurrence s Claims Made Occur Damage to rented premises (EA occurrence) $ ""r Med Exp $ www General aggregate limit applies per: Personal Adv Injury S Policy ❑ Project ❑ LOC General Aggregate $ Products • Comp/Op Agg S AUTOMOBILE LIABILITY Any Auto Combined Single Limit (EA Accident) 5 Illn Ail Owned Autos Scheduled Autos Bodily Injury (Per Person) $ iimwx Hired Autos Non-Owned Autos Bodily Injury (Per Accident) $ Property Damage Accident) s own.(Per EXCESS/UMBRELLA LIABILITY Each Occurrence ROccur ❑ Claims Made Aggregate Deductible A Workers Compensation and Employers' Liability WC 71949 01/01/2015 01/01/2016 X I WC Statu- tory Limits I 1OTH- ER Any proprietor/partner/executive officer/member E.L. Each Accident $1,000,000 excluded? NO If Yes, describe under special below. E.L. Disease - Ea Employee 51.000.000 provisions E.L. Disease - Policy Limits $1.000,000 Other_ Lion Insurance Company is A.M. Best Company rated A- (Excellent). AMB # 12616 Descriptions of Operations/LocationsNehicies/Exclusions added by Endorsement/Special Provisions: Client ID: 91-68-105 Coverage only applies to active employee(s) of South East Personnel Leasing, Inc. & Subsidiaries that are leased to the following "Client Company": DVG Builders, Inc Coverage only applies to injuries incurred by South East Personnel Leasing, Inc. & Subsidiaries active employee(s;, while working in: FL. Coverage does not apply to statutory employee(s) or Independent contractor(s) of the Client Company or any other entity. A list of the active employee(s) leased to the aient Company can be obtained by faxing a request to (727) 937-2138 or by calling (727) 938-5562. Project Name: GENERAL CONTRACTOR / ISSUE 04.17-15 (TD) Begin Date 1/5/2015 CERTIFICATE HOLDER CANCELLATION VILLAGE OF MIAMI SHORES BUILDING DEPARTMENT 10050 NE 2ND AVENUE Should any of the above described policies be canceled before the expiration date thereof, the issuing insurer will endeavor to mail 30 days written notice to the certificate holder named to the left, but failure to do so shall impose no oblgation or liability of any kind upon the insurer, Its agents or representatives MIAMI SHORES, FL 33138 DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR marni SIores l/iLCa� DEVELOPMENT ORDER 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 File Number: PZ -9-13-201349 Property Address: 9701 Biscayne Boulevard Property Owner/Applicant: Jose and Maria Castro Address: 9701 Biscayne Boulevard, Miami Shores, FL 33138 Agent: Address: Jose Ruben Jimenez 7950 NW 53 Street, STE 337, Miami, FL 33166 Whereas, the applicant Jose and Maria Castro (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition, first and second story expansion. Whereas, a public hearing was held on October 10, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 600 sq. ft. family room and entryway addition to the first floor and 355 sq. ft. master bedroom and bath addition to the sccond floor. 2) Applicant to obtain all required building permits before beginning work. Page 1 of 2 DO PZ -9-13-201349 Castro 3) Applicant to obtain all required permits and approvals from the Department of Regulatory and Economic Resources, Environmental Plan Review Division. 4) Applicant to meet all applicable code provisions at the time of permitting. 5) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 10th day of October, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta ABSENT Mr. Zelkowitz YES Mr. Reese YES Chairman Fernandez YES Date DO PZ -9-13-201349 Castro and M. Femandez Chairman, Planning Board Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-256836 Permit Number: RC -4-15-1024 Scheduled Inspection Date: April 14, 2016 Inspector: Rodriguez, Jorge Owner: ALE CASTRO, MARIA GABRIELA Job Address: 9701 BISCAYNE Boulevard Miami Shores, FL 33138 - Project: <NONE> Contractor: R -METHOD CONSTRUCTION, INC. Permit Type: Residential Construction Inspection Type: Tie Beam Work Classification: Addition/Alteration Phone Number Parcel Number 1132060143320 Phone: (305)798-7620 Building Department Comments 955 2 STORY ADDITION AND INTERIOR RENOVATION Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-256044. CREATED AS REINSPECTION FOR INSP-255970. 2ND FLOOR NO Truss Eng Tie beam not per plans �,�`d'17br2 r4te,ct April 13, 2016 For Inspections please call: (305)762-4949 Page 23 of 29 STRUCTURES INTERNATIONAL, INC. Consulting Structural Engineers RC Is-1o2ct Date: April 13th, 2016 Inspection Letter Reference: Castro Residence 9701 Biscayne Blvd. Miami Shores, FL 33138 To Whom It May Concern: This office has approved a reinforcement change for RTB-1 and RTB-2 on this date, April 13`h, 2016. The revision only pertains to the bottom reinforcement only. The (2) #6 bars will be decreased to (2) #5 bars. All work will be completed according to the Florida Building Code 2014. Please call this office should you have any questions. 13-110 rincipal� 449)R10:.:"(74.&44 4NrAt..�° 17 7501 Wiles Road, Suite 106-B, Coral Springs, FL 33067 CA# 9446 Phone: (954) 227-1512 Fax: (954) 227-6633 STRUCTURES INTERNATIONAL, INC. EEConsulting Structural Engineers /s-= hoz/ /e art k� February 8, 2016 Reference: Castro Residence 9701 Biscayne Blvd. Miami Shores, FL 33138 Dear Building Official: This office has approved the plan revisions below. The work shall be completed as follows: 1. Footing C — Modified from 42" wide to 36" wide. 2. Footing B — Modified and connected to the existing foundation as follows: STC _ BOTTOM BARS OF NEW FOOTER (B) TO EXTEND UNDER THE EXISTING WALL FOOTER 18". EXTEND FOOTER B. ALL LOSE MATERIAL TO BE REMOVED, SOIL SHALL BE WELL COMPACTED AND CONCRETE TO FILL ALL VOIDS IN CAVITY. EXISTING PILE II DRILL & EPDXY (2) BOTTOM BARS W/8" MIN EMBED'T INTO EXISTING PILE & GRADE BEAM. Please call this office should you have any questions. 13-110 Su eS utk$ciri€a0 „$y ic. •• • f/ zer ? • •�� ', Ph;j 1 E. iagi Prin` 1 1 , -44;: F%iP 5149 'U* FL 3T,#, NAL. Ec, .`. .,,,, 7501 Wiles Road, Suite 106-B, Coral Springs, FL 33067 CM 9446 Phone: (954) 227-1512 Fax: (954) 227-6633 Fill ENGINEERING & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784.2941 800-848-1919 Fax 954-784-7875 fed-enq.com 2c ,s o z -y February 3, 2016 Job Order No 16-455 R -Method Construction, Inc. 2541 SW 119th Terrace Miramar, FL 33025 RE: FOUNDATION SOIL DENSITY & BEARING CAPABILITY Proposed 2 Story Addition 9701 Biscayne Blvd. Miami Shores, FL 33138 In accordance with your request and authorization we have inspected the soils at the above referenced site and have performed density tests of fill material used to raise the site to grade. All tests were performed in accordance with Section 1818.2, 1820.2, 1820.3.1, 1820.3.2, Florida Building Code, Latest Edition and A.S.T.M. Standards. Based on our observations, results of borings and density tests, it is our opinion that the site soils are suitable for the construction of the addition with a design bearing stress not to exceed 2500 pounds per square foot (P.S.F.). 0111 t 111/// Keith L ic, P.E. * : ",nl Federal liteentWiraif-estins Florida RIONt :44914$4A,,-' Certificate z T*71 11111100 Construction Material Engineering Council American Concrete Institute MIAMFE COUNTY, Miami Dade County 0 Ftorida department of Transportation ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Field Density Tests of Compacted Soils Method D-6938 Client: R -Method Construction, Inc. Address: 2541 SW 119th Terrace, Miramar, FL 33025 Order #: 16-455 Project: Proposed 2 Story Addition Permit #: Address: 9701 Biscayne Blvd., Miami Shores, FL 33138 Area Tested: Footings for Addition Date: February 3, 2016 Material Type: Brown Sand with Some Rock Tech: Compaction Req.: Proctor Method: SL 95% ASTM D-1557 Pass Yes Yes Yes Yes \� JOHN 1F"/�� Remarks: See Reverse Side (Page 2 of 2) for Disclaimer i B� e k- .-Jcease'\ 'y This is a Compaction Test only on the top 12" of the footings and is not a:414ip iop.ofI Beari))a 7aacity. Legend for Elevation: •r r u � s4 PR = Proofroll 1,2,3 = lst, 2nd, 3rd LiftSubmitted by: SL = Springline FL = Final Lift Kei '-Nnc, P.0 t - SG = Subgrade BG = Below Grade Fedeli"I, ip iaElt BC = Basecourse BOF = Bottom of Footing Florida - et\, TOP = Top of Pipe FG = Finished Grade Certificat= elf i' ►per 1 As a mutual protection to clients, the public and ourselves, all reports are submitted es the confidential property of clients, and a"'uttlhorilt` 1►n�ifor publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period. of 90 days or after heavy rain/storms, retesting must be performed on this work. PAGE 1 of 2 OF Z/se/mac TestProbe # TEST LOCATION Depth Elev. Moist o /, Dry Density PCF Proctor Value PCF Optimum Moisture Flo Compaction 1 At SW Corner of Footing 12" BOF 6.7 113.6 118.0 10.0 96.3% 2 At NW Corner of Footing 12" BOF 8.0 112.6 118.0 10.0 95.4% 3 At Center of Footing 12" BOF 6.2 112.9 118.0 10.0 95.7% 4 At NE Corner of Footing 12" BOF 7.0 114.1 118.0 10.0 96.7% 5 6 7 8 9 10 11 12 13 14 `0111illii,, Pass Yes Yes Yes Yes \� JOHN 1F"/�� Remarks: See Reverse Side (Page 2 of 2) for Disclaimer i B� e k- .-Jcease'\ 'y This is a Compaction Test only on the top 12" of the footings and is not a:414ip iop.ofI Beari))a 7aacity. Legend for Elevation: •r r u � s4 PR = Proofroll 1,2,3 = lst, 2nd, 3rd LiftSubmitted by: SL = Springline FL = Final Lift Kei '-Nnc, P.0 t - SG = Subgrade BG = Below Grade Fedeli"I, ip iaElt BC = Basecourse BOF = Bottom of Footing Florida - et\, TOP = Top of Pipe FG = Finished Grade Certificat= elf i' ►per 1 As a mutual protection to clients, the public and ourselves, all reports are submitted es the confidential property of clients, and a"'uttlhorilt` 1►n�ifor publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period. of 90 days or after heavy rain/storms, retesting must be performed on this work. PAGE 1 of 2 OF Z/se/mac Compacted Soils Method 0-6938 Disclaimer Pursuant to your request, Federal Engineering & Testing, Inc. (FET) has performed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by the client prior to construction to verify subsoil conditions. Our scope of services only included testing the top 12" of added fill material. FET was not contracted to perform supervision of the building pad preparation.. This testing of the added fill material does not include an analysis of the underlying soil materials to determine if they are capable of supporting the proposed structure without settlement. This density compaction test does not warranty any underlying soil materials or conditions below the tested top 12 inches of material. If no soil borings have been performed in the location of the proposed structure, we recommend performing soil borings below all foundation areas of the proposed structure to verify the underlying soil conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass/fail compaction results are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc. shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain waters, construction activities, utility or footing excavations, overgrown vegetation, traffic and other disturbances will void this test and the site muss be re -compacted and re- tested prior to construction. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. It has been a pleasure working with you and we look forward to doing so in the near future. Page 2 of 2 BROWARD 115 Business Name: Owner Name: Business Location: Business Phone: Rooms COUNTY LOCAL BUSINESS TAX RECEIPT S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895 — 954-831-4000 VALID OCTOBER 1, 2015 THROUGH SEPTEMBER 30, 2016 DBA: Receipt#:GENERAL CONTRACTOR R METHOD CONSTRUCTION INC Business Type: CONTRACTOR) TELLO, LORENA Business Opened:04/24/2015 2541 SW 119 TER State/County/Cert/Reg:CGC1519419 MIRAMAR Exemption Code: 305-914-5355 Seats Employees Machines Professionals 1 (GENERAL r For Vending Business Only Number of Machines: Vending Type: Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0.00 0.00 0.00 0.00 0.00 27.00 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS . THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non-regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance with State or local Taws and regulations. Mailing Address: R METHOD CONSTRUCTION INC Receipt #WWW-14-00125469 2541 SW 119 TER Paid 08/06/2015 27.00 MIRAMAR, FL 33025 2015 - 2016 r1,40 DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR flhia,ni SIiorei DEVELOPMENT ORDER 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: -(305) 795-2207 Fax: (305) 756-8972 File Number: PZ -9-13-201349 Property Address: 9701 Biscayne Boulevard e Property Owner/Applicant: Jose and Maria Castro Address: 9701 Biscayne Boulevard, Miami Shores, FL 33138 Agent: Address: Jose Ruben Jimenez 7950 NW 53 Street, STE 337, Miami, FL 33166 Whereas, the applicant Jose and Maria Castro (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition, first and second story expansion. Whereas, a public hearing was held on October 10, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 600 sq. ft. family room and entryway addition to the first floor and 355 sq. ft. master bedroom and bath addition to the second floor. 2) Applicant to obtain all required building permits before beginning work. Page 1 of 2 DO PZ -9-13-201349 Castro 3) Applicant to obtain all required permits and approvals from the Department of Regulatory and Economic Resources, Environmental Plan Review Division. 4) Applicant to meet all applicable code provisions at the time of permitting. 5) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 10th day of October, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta ABSENT Mr. Zelkowitz YES Mr. Reese YES Chairman Fernandez YES /c/i37/3 Date DO PZ -9-13-201349 Castro and M. Fernandez Chairman, Planning Board Page 2 of 2 • Mr. Jose G. Castro & client/Owner 9701 Biscayne Blvd. Miami Shores, FI. 33138 u hod residential+retail construction Proposal For Construction Mrs. Maria Gabriela Castro RE: Proposed Addition and Renovations April 20, 2015 ,C --i- � � NOV 052015 stir. R -method Construction, Inc. is pleased to submit this Construction estimate to perform the work in accordance with Construction Documents provided by Architect. Qualifications & Scope of Work summary: 1. The owners are proposing to do a 955 s.f. Two-story addition ( 600 s.f. -First floor & 355 s.f. - Second floor) on the NE corner of existing Residence and renovate approximately 655 s.f. ( 550 s.f. - first floor & 105 s.f. - second floor) of their existing 4,315 s.f. Residence. 2. First floor renovations consists of renovating and expanding the existing kitchen, relocating the existing laundry to the new addition. The existing family room will now be used as an informal/everyday dining area opened up to the new kitchen. 3. The first floor addition area will provide a new prominent entrance element facing the entrance from NE 10th ave and a new family room. It will also accommodate a new laundry room and area for the kitchen expansion. 4. Second floor renovations will accommodate a new connecting hallway to the new addition by re- configuring the closet for the existing NE bedroom. The existing bathroom for the same ne bedroom will be updated with new finishes and fixtures. All fixtures to be in the same location. 5. Second floor addition will provide an additional bedroom and bath. 6. The addition will be aligned with the finish floor elevations of the Residence both at a first floor and second floor levels. New flooring will match existing stone for first floor and hardwood floors in second floor. 7. Incidental plumbing, electrical, and mechanical work to be part of the 8. Scope of work. See drawings for scope of work for each discipline. Exclusions: 4 --City Fees to be paid by Owner. 2—Plans, Taxes, & Revision Fees 3: --Moving existing furniture for areas of work. Initialst' t Date: 4-7,c1 .. ... . . • • . . • • •• ••• • •.. • • •.• ••• •• . . .• . •• . •• • • • • . • • . • • . . • • • • • . • •• • •• • • .. .• ..• .• ... • • . . •.. • t: 305.914.5355 2541 SW 119"' Terrace Miramar, FI. 34)2 page 1 • • • • • •.• • • . •.. . • c• ifo rimettrod.net • • • • • • • • •• .•• •• • ••• • • 4—Any changes to the plans being used for this proposal that are required due to plan review from the local govemments having jurisdiction. 6—Overtime if expedited execution of the project is requested by Owner. 6 --Furniture, equipment, and televisions 7 --Telephone, data, equipment & wiring - conduits with pull string provided for such &—Additional electrical service if required 9—Fire caulking at existing penetrations 48: •. _ 4a- Signage 4- , temporary barricades & special requirements by Building Management. 43: Revisions as per building department and architect / client / landlord. 44. Value Engineering to previously Owner or Client/Owner approved drawings or other instruments of service. 46: Revisions due to changes in the Codes, Laws, and regulations after the agreement is executed. 46: Additional, calc's, testing, letters, or certifications requested by local government. 47 Any additional work or required services not included as part of this proposal or that are necessary and out of the control of R -Method Construction. Normal Working Hours: All work to be completed during R -Method Construction, Inc. normal working hours; Monday through Friday from 7:30 am - 4 pm. Date of Commencement & Substantial Completion: The date of commencement of the Work shall be on or about a week from the issuance of the building department permit to R -Method Construction, Inc. The Contract Time shall be measured from the date of commencement. The Contractor shall achieve Substantial Completion* of the entire Work will be approx. 90 work days from the date of commencement, or as follows: except for delays related to: 1. Building department or custom orders 2. Landlord issues or demands 3. Work by Owner's or Building's required sub -contractors (if applicable) 4. National holidays. 5. Owner or labor disputes. 6. Fire and natural causes. 7. Unusual transportation delays. 8. Unavoidable casualties. *Substantial completion shall mean issuance of the Certificate of Occupancy (CO) or Temporary Certificate of Occupancy (TCO) or that areas in "move -in ready" conditions. Fee and Payments: The Estimated Cost for the scope of work is: One Hundred Fifty Three Thousand Four Hundred Eighty Six and Zero Cents ( $ 153,486.00 ) - See Trade Breakdown Attached. Payments shall be paid as follows: • A non-refint4b10EirrtPiymerit•of Five Percent of Total Amount ( $ 7,674.30 ) is due as a deposit td b'sin:he perrtting process with Building Dept. and other agencies having jurisdiction upon exeeuuion of thisprcpesat'Agreement. • A non-refundable Second Payment of Ten Percent of Total Amount ( $15,348.60) is due as a deposit.ta be•gin Gons•tructiort peri�i upon approval of Permitting Plans from local govemments. ••• • �• I;r • • :::• • Initials:.��<k'Date: 'u'-'< t: 305.934.5155 r • • :241 SQN,19th Terrace Miramar, FI. 33025 •. • ••• • • • • • • • • • • page 2 ••• •• • • • •• •• • • • •••• •• •• • ••• e: info@r-method.net • Application for Payments thereafter shall be every two weeks based on Percentage of completion. An additional funds may be requested as a Fee advance for next phase of work if additional equipment or material needs to be ordered. • All invoices are due immediately upon receipt of invoice, except final billing prior to Substantial Completion, may be less than every two weeks and may represent more than one payment in said one week period. Any payment withheld longer than 10 days will incur interest at the rate of 11/2 % per month. R -method shall be entitled to collect, from the Client, any legal costs associated with the collection of fees. • If the Owner fails to issue a payment for a period of ten (10) days through no fault of the contractor, or if the owner fails to make payment thereon for a period of ten (10) days, R -Method Construction may, after seven (7) working days give written notice to the Owner and the Owner's representative terminating this Agreement and recover from the Owner payment for all work executed, including: materials, labor, and equipment. • No retainage amount shall not be part of this agreement. • Final payment shall be paid upon completion of "Punch list". "Punch list" shall be submitted within 5 days of Substantial Completion. Reimbursable Expenses Agreed reimbursable expenses incurred by R -Method Construction personnel or Consultants will be invoiced at the amount of such expenses. These expenses are as follows: • Any fees paid to local authorities having jurisdiction over the project. • Fees related to any Connection/s or Upgrade/s for any of the Utility Entities servicing the subject property if required by the Scope of work. • Additional insurance coverage or bonds if required by project. Owner Insurance It is the Owner's responsibility to acquire and secure property insurance during entire project duration, for the entire value of the project, in case of a robbery, vandalism, fire and/or events outside of human control, such as floods or other natural disasters for which no one can be held accountable. Warranty Contractor agrees to provide Owner with materials & equipment to comply with contract documents that are new and of good quality except for items that the plans denote for "existing to be reused". The work will be free from defects and will be completed in a workmanlike manner according to standard practices. Contractor Warranty excludes necessary corrections due to damage or misuse caused by abuse by the Owner, modifications made without Contractors consent, inadequate maintenance or normal wear and tear. Contractor shall extend warranty for material and labor for a period of 1 year after substantial completion as defined above. Disputes: Should any dispute arise, it is agreed by Client and R -Method Construction that non -adjudicative procedures for Dispute Resolution shall be exhausted prior to Arbitjntign and Arbitration prior to Litigation. The prevailing party shall be entitled to recover against:he nop-prAv4iting p a'll reasonable costs, expenses and attomey's fees incurred by the prevailing part9fortpe diSpptt wether or not suit be brought, and shall include all of such reasonable costs, expenses and atfdtney's fees•through all appeals or other actions. IC Initials: �' � Date: • ••• . •. • •.• • •• • • • • •• • • • • •• • •• ▪ • • • • • • • • • • • • • •• • • • •• .• ••. • .•. • • • ... • • • • ... • . t: 305.914.5355 2541 SW 119' Terrace Miramar, FI. 337)25 : a. Snfc r.metigod.net page 3 • ••••• • • • ••'•• ••• • • • ..• • • Termination of Agreement This agreement may be terminated at any time either by R -method Inc. or by Client addressed herein. A seven day notice is required at which time the compensation of services and expenses rendered shall be made in relation to the work completed up until the seven day termination date. This estimate is good for 30 days from date of issuance. Final Proposal and Agreement to follow upon approval of this estimate to continue to be involved with the work. Cordially, 41.1 AdAILA TeIIo President • i,.G�`�—` P r Date: 01, 20 .15 Sidn�ature E ie s C Date: 04-20-15 Title VAer'- Printed Name of Approving Agent and Title READ. ACCEPTED. AGREED. • .. . •.• .. • • • • •• • •• • • . •. ... .. ... .... ..• . • • • • • • •• •• • • • •• • • • • • • • • • • • • • • • r,� ,.. .. . . . •• • • ••• . ••. Initials: +� ' Date: i'70-1`� t: 305.994.515$:• • :24419W. .19`h Terrace Miramar, FI. 33025 • • • • . • • • • • • • • • • •• • • •• •• .. • • • •• •. • page • • ••• • • • 000 e: info@r-method.net rtr, Eh d residential+retail construction T: 305.582.2636 2541 SW 119th Terrace Miramar, FI. 33025 a: info`r.method.net Trade Breakdown PROJECT : Castro Residence LOCATION: 9701 Biscayne Blvd Miami Shores, Florida 33138 ARCHITECT: R -Method Inc PROJECT AREA: Proposed Addition First Floor Approx.600 Sq. Ft. Renovated Area First Floor Affected by scope Approx. 550Sq. Ft. Proposed AdditionSecond FloorApprox.355 Sq. Ft Renovated Area Second Floor Affected by scope Approx. 105Sq. Ft. Total Area of scope No. OF FLOORS: 2 Floors 600 Sq Ft 650 Sq Ft 365Sq R 105 Ft April 21, 2015 DIVISION COST LINE ITEM NOT IN CONTRACT Concrete Formwork 02050 SF Demolition QUANTITY CAST EXTENSION COST TOTAL 01000 GENERAL CONDITIONS 399 01510 Portable Toilet Rental 1 EA $320.00 8600.00 0.391% Concrete fill cells 01525 Dumpsters 4 EA 8210.00 8840.00 0.547% 2.736% 01710 Final Cleaning 1 EA 8220.00 $220.00 0.143% 01000 Subtotal 2.5 Hr• Palm Trees Removal and Relocation -By Owner 0 • 60.244% 81,860.00 02000 SITE WORK NOT IN CONTRACT Concrete Formwork 02050 SF Demolition $4,825.00 80.03 03300 Concrete Tie beams 399 SF Opening of East Side Wail 1 EA 8200.00 $200.00 0.130% Concrete fill cells 8 LF• Concrete removal 600 SF 87.00 $4,200.00 2.736% Concrete Slab88 02100 Site Preparation • •$136.06 • •$0.08 • $0.00 Concrete pump 2.5 Hr• Palm Trees Removal and Relocation -By Owner 0 • 60.244% 80.00 $0.00 0.000% Concrete finish 52 S • Site Clearing 300 SF $1.30 $390.00 0.254% Compaction test 1 EA Earthwork 600 SF $1.00 $600.00 0.391% Concrete Cutting rg Plumb. & Electric. Trenches 145 LF Grading 600 SF $1.50 $900.00 0.586% Concrete infill r Plumb. & Electric. Trenches 48 LF Excavating, Backfilling and compacting 600 SF 88.00 $4,800.00 3.127% • ••• Soil treatment 600 SF 80.75 8450.00 0.293% 2500 • Driveway pavers -selective replacement 170 SF 86.50 81,105.00 0.72D% 01000 Subtotal • • a • 811,540.00 03000 CONCRETE 03100 Concrete Formwork 1930 SF $2. $4,825.00 80.03 03300 Concrete Tie beams 399 SF $45. 817,955.00 $0.12 Concrete fill cells 8 LF• • • • 41% %12,025.09 Concrete Slab88 84 pew • •$136.06 • •$0.08 • $0.00 Concrete pump 2.5 Hr• •li15113 • 60.244% Concrete finish 52 S • • i $T.2 • 4890.09 06410% Compaction test 1 EA • • $350. • $380.111 • •0.228% Concrete Cutting rg Plumb. & Electric. Trenches 145 LF $4.6 8874.25 0.439% Concrete infill r Plumb. & Electric. Trenches 48 LF $14.45 $693.60 0.452% • ••• • • •a• ••• • • • • • a • • • • • a • • • • a • • •• • • •• •• •• • •• • • • ••• • • • ••• • • • • • • • • • Page 1 ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • thtad residential+retail construction T: 335.582.2036 2541 SW 1190h Terrace Miramar, FI. 33025 c: mfoer. nethod,net Trade Breakdown PROJECT : Castro Residence LOCATION: 9701 Biscayne Blvd Miami Shores, Florida 33138 ARCHITECT: R -Method Inc PROJECT AREA: Proposed Addition First Floor Approx.600 Sq. Ft. 600 Sq Ft Renovated Area First Floor Affected by scope Approx. 550Sq. Ft. 660 Sq Ft Proposed AdditlonSecond FloorApprox.355 Sq. Ft. 366Sq Ft Renovated Area Second Floor Affected by scope Approx. 105Sq. Ft. 106 Sq Ft Total Area of scope No. OF FLOORS: 2 Floors 1610 Sq Ft April 21, 2015 DIVISION COST LINE ITEM QUANTITY UNIT EXTENSION % COST TOTAL COST 03000 Subtotal $37,702.85 0400094ASONRY & PLASTICS NOT IN CONTRACT 06200 Block 1610 SF $9.00 $14,490.00 9.441% 06105 Short load 1 EA $70.00 $70.00 0.046% Installation • • • • •• • •• • • • • Mortar 120 Bg $6.25 $750.00 0.489% 06123 89 ladder 1 LF/min $300.00 $300.00 0.195% 04000 Subtotal $85.00 $85.00 0.055% 710 815,610.00 06000WOODS & PLASTICS 0820009AETAL 06200 Finish Carpentry 07400 INSULATION 06105 Mid -Grade Kitchen Cabinetry ( by owner ) $400.00 $400.00 0.261% Installation • • • • •• • •• • • • • " Cabinets. Countertop,appllances and Fixtures by Owner R-7.1 Perimeter walls $75.00 0.049% 06123 Base Board (material and Labor) 250 LF $3.50 $875.00 0.570% 06170 Prefabricated structural wood $85.00 $85.00 0.055% 710 SF $1.20 Roof Wood Trusses 1 UN 85,800.00 85,800.00 3.779% • • • Second Floor flat wood trusses 1 UN $3,800.00 $3,800.00 2.345% $3,750.00 06000 Subtotal • $875.00 07000THERMAL / MOISTURE PROTECTION 0820009AETAL DOOR & •II AES •• •• • • • • 07400 INSULATION Holbw nsetal frame w/ Steel door•20hrin.FR- t x 8'"Allivance 1 EA $400.00 $400.00 0.261% Installation • • • • •• • •• • • • • 1 EA R-7.1 Perimeter walls $75.00 0.049% 1810 SF $1.50 $2,415.00 1.573% Batt ceding insulation R-30 1 EA $85.00 $85.00 0.055% 710 SF $1.20 $852.00 0.555% $325.00 07300 Roofing TIM • • • • • • • • • •• 500 SF $7.50 $3,750.00 2.443% • • • • • • • 07400 Subtotal$7,017.00 •• • • • •• ••• •• 08000IDOOR, WINDOWS & GLASS 0820009AETAL DOOR & •II AES •• •• • • • • Holbw nsetal frame w/ Steel door•20hrin.FR- t x 8'"Allivance 1 EA $400.00 $400.00 0.261% Installation • • • • •• • •• • • • • 1 EA 575.00 $75.00 0.049% Hollowaatal flame w/ Steel dsor•20 min.FR•26" x fir • ilowance • 1 EA $350.00 $350.00 0.228% Instalatidh • • • • • 1 EA $85.00 $85.00 0.055% Hollow wood frame w/ wood frame 2'60 x 6'8" Allowance 5 EA 585.00 $325.00 0.212% InstaNation 5 EA 520.00 $100.00 0.065% • • ••• • • • • ••• 85000 HARDWARE • • • • • i • • • • • • • •• •• • • • •• •• • • • 000 • • • •• Page 2 :et h c) residential+retail construction T: 305.582.2836 2541 SW 119th Terrace Miramar, FI. 33025 a infoaranethod.net Trade Breakdown PROJECT : Castro Residence LOCATION: 9701 Biscayne Blvd Miami Shores, Florida 33138 ARCHITECT: R -Method Inc PROJECT AREA: Proposed Addition First Floor Approx.600 Sq. Ft. s00 Sq Ft Renovated Area First Floor Affected by scope Approx. 550Sq. Ft. 660 Sq Ft Proposed AdditionSecond Floor Approx.366 Sq. Ft 366Sq Ft Renovated Area Second Floor Affected by scope Approx. 105Sq. Ft. 105 • Ft Total Area of scope 1610 • F No. OF FLOORS: 2 Floors April21, 2015 DIVISION COST LINE ITEM QUANTITY UNIT EXTENSION % COST TOTAL COST Steel Door Hardware Allowance 2 EA $85.00 $170.00 0.111% 2430 SF 905 SF 1300 SF 2340 SF• 905 8f 7 OA. 7 EA • • 13011 s • • • • ••• 995 el a 995 SF. 55,346.11 $1,991.0+ $1,950.11 $1,755.11 • •ls.131.2: • •$416.1. • • -+..1"1 • • • • •$$,450.11 •••• • • • • 92,1419.00 •: $418941) Installation 2 EA $20.00 $40.00 0.026% Wood Doors Hardware Allowance 5 EA $20.00 $100.00 0.065% Installation 5 EA $12.00 $60.00 0.039% 88000 GLAZING Impact Window 37" x 59 1/2" 7 EA $250.00 *1,750.00 1.140% Installation 7 EA $85.00 $595.00 0.388% Impact Window 37" x 28" 2 EA $180.00 *360.00 0.235% Installation 2 EA $120.00 $240.00 0.156% Impact Window 53 1/8"x76" 1 EA *185.00 $185.00 D.12154, Installation 1 EA $95.00 $95.00 0.062% 08000 Subtotal $4,930.00 09000FINISHES 09110 09250 09100 09300 09300 09500 METAL SUPPORTS A - 3-5/8" 22 Ga Framed partition ©9'(No Insul) A- 1-5/8" 22 Ga Framed partition a 9' (No Maul) 540 SF 1890 SF $2.81 $1.21 $2.21 $2.21 $1.51 r • • $0 7 : $1.2'. ,65.s' • E6 0i • • • • : • $4S•1 • • • • • •• • 51.2 1 • $.2.' $1,512.01 $2,268.01 • • • • • 0.985% 1.478% 3.483% 1.297% 1.270% 1.143% "737% 0.296% 298% • /111% • • • • 6.428% :.426% GYPSUM & PLASTER All Interior walls Ceilings Subtotal PAINT Exterior wall to match existing Interior Walls with Sherwin Wlllams Specs. Drywall Ceilings Door Frames Doors Subtotal STUCCO Stucco exterior wall to match existing FLOORING STONE & WALL TILE Flooring Materials "Allowance" Installation " Allowance " 2430 SF 905 SF 1300 SF 2340 SF• 905 8f 7 OA. 7 EA • • 13011 s • • • • ••• 995 el a 995 SF. 55,346.11 $1,991.0+ $1,950.11 $1,755.11 • •ls.131.2: • •$416.1. • • -+..1"1 • • • • •$$,450.11 •••• • • • • 92,1419.00 •: $418941) $11,117.00 $5,746.25 $8,450.00 Page 3 • • • • • •• •• • • • •• •• ••• • • • ••• • • M8 t: hcpd residential+retail construction 7: 305.532.2536 2541 SW 119th Terrace Miramar, FI. 33025 e: intoCrmethod.net Trade Breakdown PROJECT : Castro Residence LOCATION: 9701 Biscayne Blvd Miami Shores, Florida 33138 ARCHITECT: R -Method Inc PROJECT AREA: Proposed Addition First Floor Approx.500 Sq. Ft. 600 Sq Ft Renovated Area First Floor Affected by scope Approx. 550Sq. Ft. 660 Sq Ft Proposed AdditionSecond Floor Approx.355 Sq. Ft 166Sq Ft Renovated Area Second Floor Affected by scope Approx. 105Sq. Ft. 106 • Ft Total Area of scope No. OF FLOORS: 2 Floors April 21,2015 DIVISION COST LINE ITEM QUANTITY UNIT COST EXTENSION COST TOTAL 09550 Subtotal $4,378.00 10000•F URNISHINGS 10000 Not in Contract 150500Nechanical HVAC Mechanical work as per plans For new addition 1 EA $8,500.00 $8,500.00 5.538% Subtotal $8,500.00 15400Piumbing plumbing work 1 ALL 19,500.00 19,500.00 6.189% Fbdures and accessories "Allowance" for 2 bathrooms second floor 1 ALL 11,200.00 $1,200.00 0.782% Subtotal 110,700.00 16000Electrical 13010tElectricai Electrical work 1 ALL 19,500.00 19,500.00 6.189% Light Fixtures `Allowance" 1 ALL $500.00 1500.00 0.326% Voice & Data & Low Voltage NOT IN CONTRACT 13030 Fire Alarm New Distribution according to plans 1 EA $0.00 10.00 0.000% Subtotal 110,000.00 TOTAL$138,226.10 • • OVERHEAD & CONTE(/GCN;Y;•; :.' : • $6,095.51 SUBTOTAL �• • • • $144,321.61 Construction Administratlbn' • • " • •• •' $9,164.39 GRAND TOTAL ••• ••• •.•. ••• • •'• $153,486.00 • • • • •• •• • • • • • • • • • • ••• • •• • • • •• • ••• • •• • End of Trade Breakdown Date: 4•2o•kC IMtlaIs: ` •••• • • • • ••• • • • •• •• • • • •• •••• •• • • • • • •• •• • • • • • • •• •• •• •• •• ••• •• .�. • ••• • • Page 4 WHITELOCKE & WILLIAMS CONSULTING ENGINEERS RECEIVED APR 29 BY: Castro Residence Addition 9701 Biscayne Blvd. Miami Shores, Florida 33138 Load and Energy Calcs 12/16/2013 2PV . .. .. . • .... • • .. .... .... •••• •••• •••• • • • •• •• •• • • •• • •• • • • • .•• • • • • • • • • • • • ▪ • • • • • .• 18446 OLD PRINCETON LANE, BOCA RATON. FLORIDA 3349E • PHONE: 561-703-0625/954-372-5041 • FAX: 360.8514720/921-752-14E4 • WANDWCE.COM Total UA Report FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulstion - Residential Total UA Method Project Name: Castro Residence Builder Name: Street: 9701 Biscayne Blvd Permit Office: City, State, Zip: Miami Shores, FI 33138- Permit Number. Owner: Jurisdiction: Miami Shores 232600 Design Location: FL, Miami 1. New construction or existing Addition 4. Number of Bedrooms 1 2. Single family or multiple family Single-family 5. Conditioned floor area above grade (ft2) 965.4000244' 3. Number of units, if multiple family 6. Conditioned floor area below grade (ft2) 0 Overall UA Window -to Window Roof Reflectance Wall Area Ceiling Area Floor Area Common Common Common Common Window Door Area Criteria There There There •••••• • .... •• • . • • • • • • •. • . • •••• • • • • • . . • - Proposed UA Windows 38.0 Doors 9.7 Walls 94.7 Floor 21.7 Ceiling 30.1 Overall UA 194.1 Baseline UA Windows 49.4 Doors 13.7 Walls 113.9 Floor 22.8 Ceiling 33.8 Overall UA 233.5 Compliance 194.11 PASS -Floor Area 7.9% PASS SHGC 0.300 PASS 0.25 PASS (ft2) 918.3 (ft2) 965.5 PASS (ft2) 947.5 PASS Wall Mass R N/A Wall Frame R N/A Floor Low R WA Ceiling Low R PASS Area (ft2) 76.0 (ft2) 21.0 •• • •••• • • •••• • • .• •• • . • are no common mass walls in this building are no common frame walls in this building are no common floors in this building y�Iilf1� • ,so I hereby certify this calculation PREPARED:BY'•• DATE: %% / J 1 % I / '.•. that the, spt �c�aLCdns etiy are in M4_� i .'_ � ptrt9 icctii �g C�pde. • •• tT • • Vl;i^ . EJ n Review specifications calculation with Before this compliance Florida BUILDING DATE: of the plans and •••••'"""STS"'• covered by this OgSHB indicates compliance y, �`' a`•� As. : t. urs �,..s=e, a, the Florida Energy Code. •+.-s� construction is completed a -4":-Ir.' �- C building will be inspected for =, lit-. with Section 553.908 CD Statutes. D W8`�'.: OFFICIAL: _- • _ /1.4!.. I hereby cerfrfy,that with the Florida OWNER/AGENT: DATE: . -p . QST • TE:OF . (., _. tiles' he Aipg, as d -signed; isn co• be Energy,►•• �� Q �• • • O R.� ' ••�� ',-:-.1.,,%)/ON AI.%.. '0.+�!! it``� 12/16/2013 9:48:04 AM EnergyGauge® / USRFSB v3.0 2 .•• • • .... • . .••. • •• • Page 1 • Building Input Summary Report PROJECT Title: Castro Residence Bedrooms: 1 Address Type: Street Address Building Type: User Bathrooms: 0 Lot # Owner. Conditioned Area: 965 sq.ft. Block/SubDivision: # of Units: 1 Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street: 9701 Biscayne Blvd Permit Office: Rotate Angle: 0 County: Miami -Dade Jurisdiction: Miami Shores 232600 Cross Ventilation: City, State, Zip: Miami Shores , Family Type: Single-family Whole House Fan: FI , 33138- New/Existing: Addition Terrain: Suburban Year Construct: Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL AP 51 90 70 75 149.5 56 Low UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit •-.•• Electricity kWh Florida Average 0 • • • 0.1144 Natural Gas Therm Florida Average 0 • • s • • • T.72 •' • Fuel Oil Galion Florida Default 0 • • : • •171' . Propane Gallon Florida Default 0 • ""1.4 . SURROUNDINGS • • • • • •• • • • • Shade Trees AdjaeenbBuildings .. ' ' Omt Type Height Width Distance Exist Height•... Wicftti;..• Distj... N None Oft Oft Oft Oft: • • Oft • Oft .• NE None Oft Oft Oft Oft 0R • Oft E None Oft Oft Oft Oft ••• oil 0$ ' SE None Oft Oft Oft Oft" • Old' ;'; Oft . S None Oft Oft Oft Oft Oft" • Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulation Laundry Room 12 ft 0 69 ft2 — 1 0 0 2 Slab -On -Grade Edge Insulation Study 7.5 ft 0 89 ft2 _ 1 0 0 3 Slab -On -Grade Edge Insulation Foyer 20 ft 0 84 ft2 — 1 0 0 4 Slab -On -Grade Edge Insulation Living Room 30 ft 0 350 ft2 _ 1 0 0 5 Floor Over Other Space Bedroom 4 256 ft2 13 0 0 1 6 Floor Over Other Space Bathroom 3 48 ft2 13 1 0 0 7 Floor Over Other Space New closet 51.5 ft2 13 0 0 1 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 1 of 5 Building Input Summary Report 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 2 of 5 ROOF # Roof Gable Type Materials Area Area Roof Solar SA Emitt Emitt Deck Pitch Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 619 ft2 0 ft2 Medium 0.75 No 0.9 No 0 14 ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 FuII attic Vented 300 601 ft2 N N CEILING # Ceiling Type Space R -Value Area Framing Fraction Truss Type 1 2 3 4 5 6 7 Under Attic () Living Room 30 Under Attic () Foyer 30 Under Attic () Study 30 Under Attic 0 Laundry Room 30 Under Attic () Bedroom 4 30 Under Attic () Bathroom 3 30 Under Attic () New closet 30 350 ft2 85 ft2 97 ft2 69 ft2 265 ft2 48 ft2 51.5 ft2 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Wood Wood Wood Wood Wood Wood Wood .••• WALLS • • • Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in "Proic sec4on above.: "' ' # Adjacent space Cavity Width Height $l�- igg Ornt To Wall Type p R -Value Ft In Ft n Area RR Vva'fue .l. Framing , Solar Fraction Absor. go„,„,,,. 0: •••413 0 4 .. 0.3 ••:g•• 0 •••• 0.3 •••e•• • 0 ' 0.3 0. • • q • • • • •0.3 • 0 • 0 • ...0.3 :•411.: 0'• b.3 0 0 0.3 0 0 0.3 0 0 0.3 0 0 0.3 0 1 2 3 4 5 6 7 8 9 10 11 SE Exterior Concrete Block - Int Insul Living Room 7.1 25 E Exterior Concrete Block - Int Insul Foyer 7.1 7 N Exterior Concrete Block - Int Insul Study 7.1 8.5 NE Exterior Concrete Block - Int Insul Laundry Roo 7.1 10 SE Exterior Concrete Block - Int Insul Bedroom 4 7.1 18 NE Exterior Concrete Block - Int Insul Bedroom 4 7.1 13.55 SE Exterior Concrete Block - Int Insul Bathroom 3 7.1 8 SE Exterior Concrete Block - Int Insul Laundry Roo 7.1 4.6 SE Exterior Concrete Block - Int Insul Living Room 7.1 4.6 SW Exterior Concrete Block - Int Insul Living Room 7.1 7 S Exterior Concrete Block - Int Insul Foyer 7.1 7 9 15 9 9 9 9 9 9 9 9 9 225 ft2 •••••• 105 ft2 76.5 ft2 • • • • • 90 ft2 • • • • . 162 ft2 . • • 121.95 ft2 • • • • 72 ft2 41.4 ft2 41.4 ft2 63 ft2 63 ft2 DOORS # Omt Door Type Space Storms Width U -Value Ft In Height Ft In Area 1 E Insulated Foyer None 0.46 3 7 21 ft2 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 2 of 5 Building Input Summary Report 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 3 of 5 WINDOWS # Wall Omt ID Frame Panes NFRC Overhang U -Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 2 3 4 5 6 7 SE 1 Metal Single (Tinted) Yes SE 1 Metal Single (Tinted) Yes N 3 Metal Single (Tinted) Yes NE 4 Metal Single (Tinted) Yes NE 6 Metal Single (Tinted) Yes SE 5 Metal Single (Tinted) Yes SE 7 Metal Single (Tinted) Yes 0.5 0.3 N 36 ft2 2 ft 6 in 13 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 9 ft2 8 ft 0 in 13 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 20 ft2 2 ft 0 in 13 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 9112 8 ft 0 in 1 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 20 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 24 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds Exterior 50% 0.5 0.3 N 4 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds Exterior 50% INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 Space(s) 1 Wholehouse Best Guess 0.000500 1266.1 69.508 130.72 0.3450 8.8552 All MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ft2 No Added Mass 0ft2 No Added Mass 0 ft2 No Added Mass 0 ft2 No Added Mass 0 ft' No Added Mass 0 ft2 No Added Mass 0 ft2 0 ft 0.3 Living Roo, • • • • Oft 0.3 • •••Foyer••••• • • Study : • • • • • 0 ft 0.3 • ..•. 0 ft 0.3 • • • tiindry Room • • • 0 ft 0.3 . . . Bedroom4 . • • • • • • • 0 ft 0.3 • • • tathroonf 3 • • 0 ft 0.3• New closet . • • . HEATING SYSTEM. • • . . • # System Type Subtype Efficiency Capacity Ductless • •BIAAc• 1 2 Electric Strip Heat None Electric Strip Heat None COP: 1 34 kBtu/hr False• • . • 1. •. • • COP: 1 34 kBtu/hr False • • 2 • COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless Block 1 2 Central Unit Split Central Unit Split SEER: 13 48 kBtu/hr 1440 cfm 0.75 False 1 SEER: 13 48 kBtu/hr 1440 cfm 0.75 False 2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Credits gal gal deg DUCTS DUCT # Supply Return Location R -Value Area Location Area Air Percent HVAC # Number Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 2 Attic 6 65 ft2 Attic 20 ft2 Attic 6 50 ft2 Attic 20 ft2 Default Leakage Living Roo (Default) (Default) 1 1 Default Leakage Living Roo (Default) (Default) 2 2 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 3 of 5 Building input Summary Report 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 4 of 5 TEMPERATURES Programable Cooling Heatingg Ventin Thermostat: Jan X Jan Jan None Feb X Feb Feb Mar X Mar X Mar Ceiling Apr Apr X A r Fans: [[ May [ i May [[ Ma N 7C Jun Jun Jun 7C Jul Jul " Jul Aug [ Augug A Sep 118g X Oct Oct Oct Nov X Nov X Nov Dec X Dec " Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts •••• • • Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 b.849' . 1 •6 0977 0.877 ,',° % Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 et! • 0.488 : •dd3 0.198• Annual Use: 0 kWh/Yr Peak Value: 0 Watts • •••• • Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0A% 0.594. 0502 • 1.443 • % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 • pap.. • 0.59T • 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts • •• • • Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 • 4ft1. • 0.8 •.;.Q.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 AV.%. 0.7 .0.65 0.37% • Annual Use: 0 kWh/Yr Peak Value: 0 Watts •• ••• •Lighting •• AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 :0.19 • 0.16• 8.12 40.11 • % Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 , •1 • 0.86 • .0.61 }f28"; Annual Use: 1227 kWh/Yr Peak Value: 401 Watts •. • ••• Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 2632 kWh/Yr Peak Value: 483 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 4 of 5 Building Input Summary Report • • • • ••.• • • •• • •••• • 1 • • •••• • • • •••• •• • • • • • • • • •.•• • .• • • •• •• • •. • • • •••. • • • • • • • • • • • • . .• • • • • • •• • • • ••• • • • • • 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 5 of 5 BLOCKS Number Name Area Volume 1 Block1 600.9000 5662.79980 5662.79980 2 Block2 364.5 2916 2916 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 Living Room 350 3150 No 1 Yes Yes Yes 2 Foyer 84.9 1018.8 No 0 0 Yes Yes Yes 3 Study 97 873 No 0 0 Yes Yes Yes 4 Laundry Room 69 621 No 0 0 Yes Yes Yes 5 Bedroom 4 265 2120 No 1 1 Yes Yes Yes 6 Bathroom 3 48 384 No 0 0 Yes Yes Yes 7 New closet 51.5 412 No 0 0 Yes Yes Yes • • • • ••.• • • •• • •••• • 1 • • •••• • • • •••• •• • • • • • • • • •.•• • .• • • •• •• • •. • • • •••. • • • • • • • • • • • • . .• • • • • • •• • • • ••• • • • • • 12/16/2013 9:50 AM EnergyGauge® / USRFSB v3.0 Page 5 of 5 - wrightsoft Project Summary 1st f! Job: Date: Dec 06, 2013 BY: Pro'ect Information For. Castro Residence 9701 Biscayne Blvd, Miami Shores, FL 33138 Notes: Desi • n Information Weather. Miami Intl AP, FL, US Winter Design Conditions Outside db Inside db Design TD Heating Summary Structure Ducts Central vent (0 cfm) Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces Volume (ft3) Air changes/hour Equiv. AVF (cfm) 52 70 18 °F °F °F 18301 Btuh 4764 Btuh 0 Btuh 0 Btuh 0 Btuh 23065 Btuh Simplified Average 0 Heating Cooling 2442 2442 21974 21974 0.25 0.13 92 49 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref non/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 °F Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Summer Design Conditions Outside db Inside db Design TD Daily range Relative humidity Moisture difference 91 °F 75 OF 16 °F 0 57 grllb Sensible Cooling Equipment Load gitiyig Structure • • • X21710 Btuti• • • Ductsggo Central vent (0 cfm) • 6 0 Btuh Blower 0 Btuh' Use manufacturer's data Rate/swing multiplier Equipment sensible Toad •• • • • •••• • •• • • • • • • • • •••• n • •• D.96 • 613 atuh��• ••• Latent Cooling Equipnpett 'toad Sizing Structure • 1900tuM • • Ducts • • £180 Btuh Central vent (0 cfm) •• • 0 gfulr • Equipment latent load 4080 B4uh • Equipment total Toad 36693 Btuh Req. total capacity at 0.70 SHR 3.9 ton Cooling Equipment Summary Make Na Trade n/a Cond n/a AHRI ref non/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure e, F . ` " r i e i, n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H2O e�t'trlaii Load sensible hq'`1 H 1 i e�i0 0 4• •: -+- wrightsoft Project Summary 2nd fl Job: Date: Dec 06, 2013 By: Pro"ect Information For. Castro Residence 9701 Biscayne Blvd, Miami Shores, FL 33138 Notes: Desi • n Information Weather. Miami Intl AP, FL, US Winter Design Conditions Outside db Inside db Design TD 52 °F 70 °F 18 °F Summer Design Conditions Outside db Inside db Design TD Daily range Relative humidity Moisture difference 91 °F 75 °F 16 °F 50 % 57 gr/Ib Heating Summary Sensible Cooling Equipment Load3ipg • • Structure • • • 4179 Btuh Ducts 7922 BtiD • • Central vent (0 cfm) 0 Btott Blower 0 Btuh Structure Ducts Central vent (0 cfm) Humidification Piping Equipment Toad Infiltration Method Construction quality Fireplaces a�me Air changes/hour Equiv. AVF (cfm) 15692 Btuh 4495 Btuh 0 Btuh 0 Btuh 0 Btuh 20188 Btuh Simplified Average Heating921 1921 17285 17285 0.32 0.17 92 49 Heating Equipment Summary Make Na Trade Na Model Na AHRI ref noNa Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat .••• Use manufacturer's data Rate/swing multiplier Equipment sensible Toad Latent Cooling Equip Structure Ducts Central vent (0 cfm) Equipment latent load •••• •• • ••.••• n 0.96 •. ••..• ••:•33592 :3tyN•• •• •• •••• !wetload Sizing '1904 3:itfifa.. • • • • •1762 Stull 0 stua. • 3666 'Qtph Equipment total load 37258 Btuh Req. total capacity at 0.70 SHR 4.0 ton Cooling Equipment Summary Make n/a Trade n/a Cond Na Coil Na AHRI ref non/a Na Efficiency Na Sensible cooling 0 Btuh 0 Btuh Latent cooling 0 Btuh 0 °F Total cooling 0 Btuh 0 cfm Actual air flow 0 cfm 0 cfm/Btuh Air flow factor 0 cfm/Btuh 0 in H2O Static pressure . i 0 I t p t 0 in H2O Na Load sensibiq - - ., 0 ' 4•• Printout certified byACCA to meet all requir Me of'Manual J t#th„Ed,' • • • • wrightsoft- Right -Sutler® Universal 8.0.08 RSU06772 ..00ect&YOAMani Shores Add8icnI EPiLoad and E nergyiCastro.rup Cale = M.i; Front DoEttames, d N , . ? :i - ., 2013 -Deo 16 09:57:55 * • Page 2 STRUCTURES INTERNATIONAL, INC. II Consulting Structural Engineers Date: June 5, 2015 Reference: Castro Residence 9701 Biscayne Blvd Miami Shores, FL 33138 To Whom It May Concern: To the best of my knowledge and ability, the attached structural calculations presented here for the above referenced project, meets the Florida 2010 Building Code and the minimum design loads for building and other structures ASCE 7-10. 13-110 .. ..... . . . . . • • • • • • • • •• ••• •• • • • •• • • • •• • • • • • • • •• • • • • • • • • •• • ••• • • • •• • • • ••• •• ••• • • ••• ••• • • • •• •• • •• •••• ••••••• • 00,111 ,,,,, %,19, l FARq��, rittaRespectfitlfy, 2Stnicturosohraiii tional,llic. * ▪ '�-• o' STAT• P = cPI t to r 1 Mfr ahQi,• ; P.E. Mafia g/16•1,A*.• FL PE #$7439 , "' FL SI #2064 7501 Wiles Road, Suite 106-B, Coral Springs, FL 33D6Z ; • • CA# 9446 Phone: (954) 227-1512 Fax: (954).'r-133 •; • • • • : • : • • : f Table of Contents 1. Wind Pressures 2 27 WIND LOADS ON BUILDINGS - MWFRS (DIRECTIONAL PROCEDURE) 2 wind loading (ASCE7-10) 2 30 WIND LOADS - COMPONENTS AND CLADDING (C&C) 8 wind loading (ASCE7-10) 8 Simpson Straps Design 12 2. Beam Design 13 CB -1 (2B-1) 13 RC beam analysis & design (ACI318-11) 13 Mid span 1 15 3. Column Design 17 CC -1 (TC) 17 RC RECTANGULAR COLUMN DESIGN (ACI318-11) 17 4. Wall Design 21 MW -1 21 Masonry wall panel design to MSJC-11 21 5. Foundation Design 27 SF -1 (A) 27 Strip footing analysis and design (AC1318-11) 27 F-1 (B) 30 Combined footing analysis and design (AC1318-11) 30 SF -3 (C) 36 Strip footing analysis and design (AC1318-11) 36 6. Simpson Strap — Product Approval Number 40 7. Circular Structure Deflection 54 • .. ... . . . . . .. • . • • . • • . .. ... •. • • • •• • ••• • • ... ... • . . . . • . . • . • . . •. . . .• • • • • . . .. . • . •. .. ..• . ... . . • ... • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• .• ••• • • • ••• • . Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 1 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date 27 WIND LOADS ON BUILDINGS - MWFRS (DIRECTIONAL PROCEDURE) WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the directional design method Building data Type of roof Width of building Pitch of main slope Mean height ^'.. • • 82.8 ft Plan Hipped d = 38.33 ft ao=14.0deg h = 20.89 ft General wind load requirements Basic wind speed Exponent coef (T26.6-1) Enclosure class (c1.26.10) Int pres coef-ve (T26.11-1) V=175.Omph Kd = 0.63 Enclosed buildings GCpi_n = -0.18 Gust effect factor for flexible or dynamically sensitive Terrain exposure constants (Table 26.9-1) Integral length scale factor 1= 500.0 ft Minimum equivalent height zmin = 15.0 ft Peak factor wind response gv = 3.40 Intensity of turbulence I z = 0.23 Background response Q = 0.920 Topography Tedds calculation version 2.0.15 38.3 ft, Elevation Length of building Height to eaves Pitch of gable slope M c) b = 82.50 ft H = 18.50 ft coo =14.0deg Risk category 11 Exposure category (c1.26.7.3) C Int pres coef +ve (T26.11-1) GCpuD = 0.18 structures Turbulence intensity factor Peak factor background resp Equiv height of the structure Integral length scale of turb Gust effect factor •• .•• . • • • • Topo factor not significant Kn = 1.0 .• • • • .. • ..Q= UJ Q256t< Kn. Kd x v2 x 1 psf/mph2 Velocity pressure equation Velocity pressures table c = 0.20 go = 3.40 z = 15.00 ft L Z = 427.06 ft G=Gf=0.88 z(ft) ••• •:• IG(able.27.3-1)1.. ... q:(psf) 10.50 •.. : • •..015: • : : 41.65 18.50 ••• •• •••0.8®. :• :• 43.37 ••. • • • ••.• . • • • • • • . . •• • • • ••. • • • • • • • • • • . • • • •• •• • • • •• •. ••• • • • ••• • • 2 of 54 • Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 2 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Peak Peak Pressures Net Net Roof Total Walls Overall Proj Min Leeward Overall Roof Total velocity pressure velocity pressure and forces pressure force load case 1 20.89 I 0.91 I 44.45 for internal pressure - int q; = 44.45 psf p = q x Gf x Cpe - qi x GCpi Fw = p x Aref - Wind 0, GCpi 0.18, -Cpe Zone Ref. height (ft) Ext pressure coefficient Cpe Peak velocity pressure qp, (psf) Net pressure P (Psf) Area 2 Aref (ft) Net force Fw (kips) A (-ve) 20.89 -0.77 44.45 -38.17 1251.05 -47.75 B (-ve) 20.89 -0.51 44.45 -28.05 1251.05 -35.09 C (-ve) 20.89 -0.93 44.45 -44.69 112.43 -5.02 D (-ve) 20.89 -0.88 44.45 -42.62 331.18 -14.11 E (-ve) 20.89 -0.52 44.45 -28.33 313.61 -8.88 vertical net force Fw,v = -107.57 kips Total horizontal net force Fw,h = -3.06 kips load case 1 - Wind 0, GCpi 0.18, -Cpe Zone Ref. height (ft) Ext pressure coefficient Cpe Peak velocity pressure qp,(psf)P Net pressure (Psf) Area 2 Aref (ft) Net force Fw (kips) Al 10.50 0.80 41.65 21.42 866.25 18.55 A2 18.50 0.80 43.37 22.63 660.00 14.94 B 20.89 -0.50 44.45 -27.62 1526.25 -42.16 C 20.89 -0.70 44.45 -35.47 709.17 -25.16 D 20.89 -0.70 44.45 -35.47 709.17 -25.16 loading vertical plan area of wall Avert_w_o = 1526.25 ft2 Projected vertical area of roof Avert_r_o = 348.45 ft2 overall horizontal loading Fw,totai_min = 27.2 kips net force Fi = -42.2 kips Windward net force Fw = 33.5 kips horizontal loading Fw,totai = 72.6 kips load case 2 - Wind 0, GCpi -0.18, -OCpe Zone Ref. height (ft) Ext pressure coefficient Cpe •• Peak velocity pressure q- (psf) ••• • - Net pressure p (psf) Area 2 Aref (ft) Net force Fw (kips) A (+ve) 20.89 -0.18 • • : 44.x5:: . • • •. : : :0.94 1251.05 1.17 B (+ve) 20.89 -0.51 • • • • .: 44.15.." ; :.- 2.04 1251.05 -15.07 C (+ve) 20.89 -0.18 44.45 0.94 112.43 0.11 D (+ve) 20.89 -0.1/3.• .•• 44.15.•. •:•0 4' 331.18 0.31 E (+ve) 20.89 -0.1,8:1: • . • g.:45:. : ' : • 0.$4, 313.61 0.29 vertical net force Fw,v = -12.80 kips Total horizontal net force Fw,h = 3.93 kips 000 • • • • 0041 • • • • • • • • • • • • • 000 • • • • • • • • • • • • - • •• •• • • • •• •• 100 • • • ••• • • 3 of 54 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 3 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Walls Toad case 2 - Wind 0, GCpI -0.18, -OCpe Zone Ref. height (ft) Ext pressure coefficient Cpe Peak velocity pressure qp, (psf) Net pressure p (Ps Area Aref (ft2) Net force Fw (kips) Ai 10.50 0.80 41.65 37.42 866.25 32.41 A2 18.50 0.80 43.37 38.63 660.00 25.50 B 20.89 -0.50 44.45 -11.62 1526.25 -17.74 C 20.89 -0.70 44.45 -19.47 709.17 -13.81 D 20.89 -0.70 44.45 -19.47 709.17 -13.81 Overall loading Proj vertical plan area of wall Avert_w_o = 1526.25 ft2 Projected vertical area of roof Avert_r 0 = 348.45 ft2 Min overall horizontal loading Fw,total_min = 27.2 kips Leeward net force Fi = -17.7 kips Windward net force Fw = 57.9 kips Overall horizontal loading Fw,totai = 79.6 kips Roof load case 3 - Wind 90, GCpI 0.18, -Cpe Zone Ref. height Ext pressure coefficient Peak velocity pressure Net pressure Area Net force (ft) Cpe qp (psf) p (psf) Aref (ft2) Fw (kips) A (-ve) 20.89 -0.54 44.45 -29.29 378.61 -11.09 B (-ve) 20.89 -0.46 44.45 -26.07 378.61 -9.87 C (-ve) 20.89 -0.90 44.45 -43.32 112.43 -4.87 D (-ve) 20.89 -0.90 44.45 -43.32 334.24 -14.48 E (-ve) 20.89 -0.50 44.45 -27.62 825.27 -22.80 F (-ve) 20.89 -0.30 44.45 -19.77 1230.16 -24.33 Total vertical net force Fw,v = -84.84 kips Total horizontal net force Fw,h = -0.30 kips Walls load case 3 - Wind 90, GCpI 0.18, -Cpe Zone Ref. height Ext pressure coefficient Peak velocity pressure Net pressure Area 2 Net force (ft) Cpe qp, (psf) p (psf) Are (ft) Fw (kips) Ai 10.50 0.80 41.65 21.42 402.50 8.62 A2 18.50 0.80 43.37 22.63 306.67 6.94 B 20.89 -0.29 44.45 -19.48 709.17 -13.81 C 20.89 -0.70 44.45 -35.47 1526.25 -54.14 D 20.89 -0.70 . • • • . 44.45 - x.47 1526.25 -54.14 • • • • • • loading • • •.• • • Overall Proj vertical plan area of wall Avert_w_go = 709.17•02• .• I' w • Proleote€l rtical area of roof Avert_r_go = 91.59 ft2 Min overall horizontal loading Fw,totai_min = 12.1 kips Leeward net force Fi =-13.8•klgs • • • • • • .. Windward pat force Fw = 15.6 kips Overall horizontal loading Fw,total = 2tJr'L kipt . •.. ; ; • : : • •• • • • •• •• Roof Toad case 4 - Wind 90, GCpI -0.18,64••• 1 • • • • • • ••• • • • • ••• •• • • • • • • • • • • • 000 • • • • • • • • • • • • • • •• •• • • • •• •• 0044-• • • ••• • • 4 of 54 1 - 1 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 4 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date ••• • • • • ••• • • • • • • • • • • • • Y • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 5 of 54 Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (p50 Net pressure P (Ps° Area Aref (ft2) Net force Fw (kips) A (+ve) 20.89 -0.04 44.45 6.52 378.61 2.47 B (+ve) 20.89 -0.46 44.45 -10.07 378.61 -3.81 C (+ve) 20.89 -0.18 44.45 0.94 112.43 0.11 D (+ve) 20.89 -0.18 44.45 0.94 334.24 0.31 E (+ve) 20.89 -0.18 44.45 0.94 825.27 0.77 F (+ve)- 20.89 -0.18 44.45 0.94 1230.16 1.15 Total vertical net force Fw,v = 0.97 kips Total horizontal net force Fw,h = 1.52 kips Walls Toad case 4 - Wind 90, GCpi -0.18, +cpe Zone Ref. height Ext pressure coefficient Peak velocity pressure Net pressure Area 2 Net force (ft) cpe qp (psf) P (Psf) Aref (ft) Fw (kips) Ai 10.50 0.80 41.65 37.42 402.50 15.06 A2 18.50 0.80 43.37 38.63 306.67 11.85 B 20.89 -0.29 44.45 -3.47 709.17 -2.46 C 20.89 -0.70 44.45 -19.47 1526.25 -29.72 D 20.89 -0.70 44.45 -19.47 1526.25 -29.72 Overall loading Proj vertical plan area of wall Avert_w_go = 709.17 ft2 Projected vertical area of roof Avert_r_go = 91.59 ft2 Min overall horizontal loading Fw,total_min = 12.1 kips Leeward net force Fi = -2.5 kips Windward net force Fw = 26.9 kips Overall horizontal loading Fw,totai = 30.9 kips •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • • ••• ••• • • • • • • • • • •• • • • • • •• • • •• • • • • • • •• • • • •• •• ••• Y ••• • • • ••• • • • • ••• • • • • • • • • • • • • Y • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 5 of 54 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 5 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date N 0) D B A C 38.3 ft ►I Side face 0 Plan view - Hipped roof 82.5 ft Windward face B .. •.. • . . . • .• • • • • • • • •• •.• •• • • • •• • • • • • • • . • • • •• • • •• • • • • • • • •• • •• • • • • • • • • . • • • • • • •• • • • •• •• ••• • ••• • • . 82.5 ft Leeward face 10 —4— ad . •• • • • • .. • • • • • •• •• •• • • • • •• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • 0•. • • 6 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 6 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Wind - 90° A Plan view- Hipped roof C 82.5 ft Side face i F Az Al - k Lt7 co —38.3 ft—►� T Windward face k k Ln B Lc) co T —38.3 ft - Leeward face ••••••• • •. •• • • • • • • • • • •• ••• •• • • • •• • • • •• • • ••• ••• • • • • • • •• •• • • • • •• • • • • • •• • •••• • •• • ••• • •• • • •• •• ••• •• ••• • • • • ••• • • • • • • • • • • •• • ••• • • •••• • • • • • • •• ••• • •• • • • • • • • • • • • •• •• • ••• • • 7 of 54 r Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 7 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date 30 WIND LOADS - COMPONENTS AND CLADDING (C&C) WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the components and cladding design method 82.5 ft Plan Building data Type of roof Length of building Width of building Height to eaves Pitch of main slope Pitch of gable slope Mean height General wind load requirements Basic wind speed Risk category Velocity pressure exponent coeff (Table 26.6-1) Exposure category (c1.26.7.3) Enclosure classification (c1.26.10) Internal pressure coef +ve (Table 26.11-1) Internal pressure coef—ve (Table 26.11-1) Gust effect factor for rigid structures Terrain exposure constants (Table 26.9-1) Integral length scale factor • • • • • Turbulence intensity factor : : Minimum equivalent height • • •• •• • Peak factor for background response Peak factor for wind response • Integral length scale power law :lonont Equivalent height of the structug:: : • Intensity of turbulence (Eqn. 26.9-7) • . .. •• • . 09 • • • : z=0.240 : .• • ••. Hipped b = 82.50 ft d = 38.33 ft H = 18.50 ft ao=14.0 deg ago = 14.0 deg h = 20.89 ft V = 175.0 mph I I Kd = 0.63 C Enclosed buildings GCPi_P = 0.18 GCpi_n = -0.18 1=5pUft.. c4.28 : •• 4fiin : 1:5.0 ft• go = 3.40 9v = 3.40 Tedds calculation version 2.0.15 • A . • • 6.2 = ma/ N.6Th, Zmin) = 15.00 ft Iz=cx(33ft/ z)t'6=0.23 38.3 ft Elevation 000 • • • • 00* • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • • • .. • • • 410 • . 000 • • • 000 • • 8 of 54 f fX Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 8 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Components Integral length scale of turbulence (Eqn. 26.9-9) L Z = I x ( z / 33 ft) 6= 427.06 ft Background response (Eqn. 26.9-8) Q = 4(1 / (1 + 0.63 x ((min(B, L) + h) / L 2)063)) = 0.920 Gust effect factor (Egn.26.9-6) G = Gf= 0.925 x (1 + 1.7 x go x I i x Q) / (1 + 1.7 x gv x I i) = 0.88 Topography Topography factor not significant Kzi = 1.0 Velocity pressure Velocity pressure coefficient (T.30.3-1) KZ = 0.91 Velocity pressure qh = 0.00256 x Kz x Kzr x Kd x V2 x 1psf/mph2 = 44.4 psf Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.) qi = 44.45 psf Equations used in tables Net pressure p = qh x [GCP - GCpi] and cladding pressures - Wal (Figure 30.4-1) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCP -GCp Pres (+ve) (psf) Pres (-ve) (psf) A 4 - - 5.0 1.00 -1.10 52.4 -56.9 B 4 - - 15.0 0.97 -1.07 51.1 -55.5 C 4 - - 25.0 0.93 -1.03 49.3 -53.8 D 4 - - 35.0 0.90 -1.00 48.2 -52.6 E 4 - - 45.0 0.88 -0.98 47.3 -51.8 F 4 - - 55.0 0.87 -0.97 46.6 -51.1 G 4 - - 65.0 0.86 -0.96 46.1 -50.5 H 4 - - 75.0 0.85 -0.95 45.6 -50.0 I 4 - - 85.0 0.84 -0.94 45.2 -49.6 J 4 - - 95.0 0.83 -0.93 44.8 -49.2 K 4 - - 125.0 0.81 -0.91 43.8 -48.3 L 4 - - 175.0 0.78 -0.88 42.7 -47.1 A 5 - - 5.0 1.00 -1.40 52.4 -70.2 B 5 - - 15.0 0.97 -1.34 51.1 -67.5 C 5 - - 25.0 0.93 -1.26 49.3 -64.0 D 5 - - 35.0 0.90 -1.21 48.2 -61.7 E 5 - • • „-• • • • 45.0 • • 0.88 -1.17 47.3 -60.0 F 5 •• • • • •0. ••• • • • • •• •550 •• 0.87 -1.14 46.6 -58.6 G 5 . - •• • • • •.... •• • ' . • . • 66.0 •• 0.86 -1.11 46.1 -57.5 H 5 - - 75.0 0.85 -1.09 45.6 -56.5 I 5 . ••• - •• ••• •.. . - •• • •85.0 1 •• •.. ..• •0.84 • • • -1.07 45.2 -55.6 J 5 • - ••• •• • •• - ••• • ••• • • • 95.0 o• • ••0.83 -1.05 44.8 -54.9 000 • • • • 600 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • . • ••• • • • ••• • • 9 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 9 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date •.. • • • • •.• • • • • • • • • • • • • • • • • • • . . . • • • • • • • • • • • • • • • • • • 000 • • • 000 • • 10 of 54 K 5 - - 125.0 0.81 -1.01 43.8 -53.0 L 5 - - 175.0 0.78 -0.96 42.7 -50.7 ft -01 -30.7 -01 oi- levation of gable wal ri ri T x "'' 061 5 4 5 74.8 ft 14 -►I CO Elevation of side ri Components and cladding pressures - Roof (Figure 30.4-2B) ►I - wall co ri Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) R1 1 1.0 1.0 1.0 0.50 -0.90 30.2 -48.0 R1 2 1.0 1.0 1.0 0.50 -1.70 30.2 -83.6 R1 3 1.0 1.0 1.0 0.50 -1.70 30.2 -83.6 R1 2oh 1.0 1.0 1.0 - -2.20 - -105.8 R1 3oh 1.0 1.0 1.0 - -2.20 - -105.8 R2 1 19.2 2.0 122.5 0.30 -0.80 21.3 -43.6 R2 2 19.2 2.0 122.5 0.30 -1.20 21.3 -61.3 R2 3 19.2 2.0 122.5 0.30 -1.20 21.3 -61.3 R2 2oh 19.2 2.0 122.5 - -2.20 - -105.8 R2 3oh 19.2 2.0 122.5 - -2.20 - -105.8 .. .•• . • • • • •• • • . • • • • • • •. .•. •• • • • •• • 0,0 • • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • ••• • •.• • • • • •.. • • • • •.• • • • • • • • • • • • • • • • • • • . . . • • • • • • • • • • • • • • • • • • 000 • • • 000 • • 10 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wind Pressures Sheet no./rev. 10 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date 74.8 ft i� 00 3.8 ft 3 3.8 ft 2 1 3.8 ft L 3.8 ft 1 1 2 1 2 1 74.8 ft Plan on roof . • 000 • • • • • • • • • • • • • • • • •• ••• •• • • • •• • •.• • • ••. ••• • • • • • • • • • • • • • • • • •• • • •. • • • • • • •• • • • •• •• ••• • ••• • • • ••• • • • • I. • • • • • • • • 1 • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • 000 • • 11 of 54 STRUCTURES INTERNATIONAL, INC. CONSULTING STRUCTURAL ENGINEERS PROJECT: Cist5TKO genDemca SUBJECT: OND 1 . S' PROJECT No. PAGE No. 13-11© CALC. BY: CALC. DATE: CHK. BY: CHK. DATE: of 1 ••• ,r • • • ••,, • • • 3 • • • 3 • • • • • ••• • 3 • • • • • • • • • • • • •• •• • • • •• J• ••• • • • ••• • • 12 of 54 i Structures International, Inc. 7501 blies Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Beam Design Sheet no./rev. 1 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date CB -1 (2B-1 RC BEAM ANALYSIS & DESIGN (ACI318-11) Load Envelope - Combination 1 TEDDS calculation version 2.2.11 n A kip_ft 0.0 1 96.030 17.333 B Bending Moment Envelope 96.0 ft I 17.333 A 1 B kips 22.161 0.0 -22.161 Shear Force Envelope 22.2 -22.2 ft 1 17.333 A 1 B Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained • • • • • • . • • Rooationafl? free • • • Applied loading 1 • • •• .•. •• • • • •• Beam Weight Dead self weight of beam x 1 Superimposed Load• • Dead • full UDL 459 I/ft Wall Weight • ' • • • • pead III UD3_ 520.Ib/ft Superimposed Load • • • • • � • . Live full U1DV367 Ib/ft •.. . ... . . . Superimposed Load Roof Live full UDL 372 lb/ft ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 13 of 54 r Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Beam Design Sheet no./rev. 2 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Load combinations Load combination 1 Analysis results Maximum moment support A Maximum moment span 1 at 104 in Maximum moment support B Maximum shear support A Maximum shear support A span 1 at 40 in Maximum shear support B Maximum shear support B span 1 at 168 in Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Unfactored roof live load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Unfactored roof live load reaction at support B Rectangular section details Section width Section depth Support A Span 1 Support B MA_max = 0.000 kip_ft Ms1_max = 96.030 kip_ft MB_max = 0.000 kip_ft VA_max = 22.161 kips VA_s1_max = 13.631 kips VA_max = -22.161 kips VB_sl_max = -13.631 kips RA = 22.161 kips RA_Dead = 11.518 kips RA_Live = 3.181 kips RA_Roof Live = 3.224 kips RB = 22.161 kips RB Dead =11.518 kips RB_Live = 3.181 kips RB_Roof Live = 3.224 kips b = 8 in h=42 in • • • • • • • • • • •• • • • • • • • • • • • • • • • • ��•� • ••• ••• ••• Concrete details •• • •• •• • • •• • • • Compressive strength of concrete • • • •. . 1c a 4000 ps: • Modulus of elasticity of concreed' ' • • • • E = 3834254•psi Dead x 1.20 Live x 1.00 Roof Live x 1.60 Dead x 1.20 Live x 1.00 Roof Live x 1.60 Dead x 1.20 Live x 1.00 Roof Live x 1.60 MA_red = 0.000 kip_ft Msl_red = 96.030 kip_ft MB_red = 0.000 kip_ft VA_red = 22.161 kips VA_s1_red = 13.631 kips VB_red = -22.161 kips Ve s1 red = -13.631 kips ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 14 of 54 • r Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Beam Design Sheet no./rev. 3 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Reinforcement details Yield strength of reinforcement Nominal cover to reinforcement Cover to top reinforcement Cover to bottom reinforcement Cover to side reinforcement Mid span 1 —A— Multiple layers of bottom reinforcement Reinforcement provided - layer 1 Area of reinforcement provided - layer 1 Depth to layer 1 Reinforcement provided - layer 2 Area of reinforcement provided - layer 2 Depth to layer 2 Reinforcement provided - layer 3 Area of reinforcement provided - layer 3 Depth to layer 3 Total area of reinforcement Centroid of reinforcement fy = 60000 psi Cnom_t = 1.5 in Cnom_b = 1.5 in Cnom s = 1.5 in 2 x No.6 bars 2 x No.3 shear legs at 6"c/c 2 x No.0 bars 2 x No.6 bars 2 x No.6 bars 2 x No. 6 bars As L1 = 0.884 in2 dL1 = 39.75 in 2 x No. 6 bars As L2 = 0.884 in2 dL2=37.5in 2 x No. 0 bars As L3 = 0.884 in2 dL3 = 35.25 in As,prov = As_L1 + As_L2 + As_L3 = 2.651 in2 dbot = (As_L1 x dL1 + As_L2 x dLz + As_L3 x dL3) / As,prov = 37.5 in Rectangular section in flexure (Chapter 10) - Positive moment Factored bending moment at section Depth to tension reinforcement Tension reinforcement provided Area of tension reinforcement provided Mu = abs(Ms, red) = 96.030 kip_ft d = getvar("dboi', h - 2 in) = 37.5 in 2 x No. 6 bars + 2 x No. 6 bars + 2 x No. 0 bars As,prov = 2.651 in2 Minimum area of reinforcement (exp411(a1 • • •As, din = m axx3 psi x "I(fo / 1 psi), 200 psi) x b x d / fy = 1.000 in2 PASS :Area o r„re1►3/brre►Qeat Arc ,ided is greater than minimum area of reinforcement required • •• • • • • ••• • Stress block depth factor (c1.10.2.7.3) • •: • •: •,01: min(. �ax(0.85 - 0.05 x (fc - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.85 Depth of equivalent rectangular stress block a = As,prov x fy / (0.85 x fc x b) = 5.847 in Depth to neutral axis • • • • • • c = a /•RL= ¢4379 in Net tensile strain in extreme tension fibers • • • AR = 0.013 x (il - c) / c = 0.01335 •. • •• • • • • • •' •• '•• • • • •• Net tensile strain in tension controlled zone •• Strength reduction factor (c1.9.3.2) = min(max(0.65 + (et - 0.002) x (250 / 3), 0.65), 0.9) = 0.90 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • O. •• • • • •• •• 04111 • • • ••• • • 15 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Beam Design Sheet no./rev. 4 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Nominal moment strength Required nominal moment strength Minimum allowable bot bar spacing Actual bot bar spacing Minimum allowable top bar spacing Actual top bar spacing Mn = As,prov x fy x (d - a / 2) = 458.262 klp_ft Mu/4=106.700kip_ft PASS - Nominal moment strength exceeds required nominal moment strength Sbot,min = max(4)bot,L1, 1 in) = 1.000 in Sbar bot,min = (b - 2 x Cnom_s - 2 x 4v - Nbot,L1 x 4bot,L1) / (Nbot,L1 - 1) = 2.750 in Stop,min = max(4top, 1 in) = 1.000 in Sbar top,min = (b - 2 x Cnom_s - 2 x (I)v - Ntop x 4top) / (Ntop - 1) = 2.750 in PASS - Actual bar spacing exceeds minimum allowable fs = 2/3 x fy = 40000 psi cc=h-d- (kat /2= 4.187 in smax = min(15in x 40000psi / fs - 2.5 x cc, 12in x 40000psi / fs) = 4.531 in Service load stress in reinforcement (cl. 10.6.4) Distance from surface of reinf. to tension face Maximum allowable bot bar spacing (exp 10-4) PASS - Maximum allowable tension reinforcement spacing exceeds actual spacing Rectangular section in shear (Chapter 11) Shear reinforcement provided Area of shear reinforcement provided Minimum area of shear reinforcement (exp.11-13) 2 x No.3 legs at 6 in c/c Asv,prov = 0.442 in2/ft Asv,min = max(50 psi, 0.75 psi x I(fc / 1 psi)) x b / min(fy, 60000 psi) Asv,min = 0.08 in2/ft PASS - Area of shear reinforcement provided exceeds minimum required Maximum longitudinal spacing (c1.11.4.5) svl,max = min(d / 2, 24 in) = 18.75 in PASS - Longitudinal spacing of shear reinforcement provided is less than maximum Nominal concrete shear strength Vo = x 2 psi x 4(fc / 1 psi) x b x d = 37.947 kips Provided nominal reinforcement shear strength Vs,prov = Asv,prov x min(fy, 60000 psi) x d = 82.835 kips Provided shear force resistance Vu,prov = (Vs,prov + Vc) x (1s = 90.587 kips Shear links provided valid between 0 in and 208 in with tension reinforcement of 2.651 int Control of deflections (Section 9.5) Concrete density factor Reinforcement yield strength factor Minimum thickness of beam (Table 9.5(a)) •• ••• • • • • • • • • •• ••• Kw = 1.00 Kf = 0.4 + fy / 100000 psi = 1.00 hmin=(Ls1/16)xKwxKf=13in • • • •• • • • •• • • • •• • •Y• • • • • • • • • • • • • • • • • • • • • • • •• • • • ••• • ••• • ••• • • • • •• • •• • • • • •• • PASS - Thickness of beam exceeds minimum thickness ••• • • • • • • • • • • • • • •• •e ••• • • • Y ••J • • • ••• • • • • • • • • ••• • • • • • • • • • •• a• 16 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Column Design Sheet no./rev. 1 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date CC -1 (TC RC RECTANGULAR COLUMN DESIGN (ACI318-11) Z0 x y 4 8" ► Applied loads Ultimate axial force acting on column Ratio of DL moment to total moment 6 x No. 5 longitudinal bars No. 3 ties @ 8 in c/c x Pu_act = 22.161 kips (3d = 0.624 Geometry of column Depth of column (larger dimension of column) h = 16.0 in Width of column (smaller dimension of column) b = 8.0 in Clear cover to reinforcement (both sides) cc = 1.5 in Unsupported height of column about x axis lux = 10.5 ft Effective height factor about x axis kx = 0.80 Column state about the x axis Braced Unsupported height of column about y axis luy !•10!'J • • • • • • • Effective height factor about y axis kY c 0.80, • • • • • Column state about the y axis Braced• • • • • • • • • • Check on overall column dimensions Reinforcement of column Numbers of bars of longitudinal steel Tedds calculation version 2.1.06 •• • • " • • • . Column dimensions are OK - h < 4b • • • . •. • • • • • . • • . • • • . •. . • . .. .. ..• • .•. .• . N=6 ••. • • • • •.. • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • •0• • • • ••• • • 17 of 54 — : Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Column Design Sheet no./rev. 2 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Longitudinal steel bar diameter number Diameter of longitudinal bar Stirrup bar diameter number Diameter of stirrup bar Specified yield strength of reinforcement Specified compressive strength of concrete Modulus of elasticity of bar reinforcement Modulus of elasticity of concrete Ultimate design strain Check for minimum area of steel to CL.10.9 Gross area of column Area of steel Minimum area of steel required Dbar num = 5 Diong = 0.625 in Dstir_num = 3 Dstir = 0.375 in fy = 60000 psi fc = 4000 psi Es = 29 x 106 psi Ec = 57000 x fc1i2 x (lpsi)112 = 3604997 psi sc = 0.003 in/in Ag = h xb = 128.000 in2 Ast = N x (n x Diong2) / 4 = 1.841 In2 Ast_min = 0.01x Ag = 1.280 In2 Check for maximum area of steel to CL.10.9 Permissible maximum area of steel Ast_max = 0.08x Ag = 10.240 in2 Slenderness check about x axis Radius of gyration Actual slenderness ratio Slenderness check about y axis Radius of gyration Actual slenderness ratio Permissible slenderness ratio Magnified moments about y axis Moment of inertia of section Euler's buckling load Correction factor for actual to equiv. mmt.diagram Moment magnifier Minimum factored moment about y axis Minimum magnified moment about y axis Uniaxially loaded column about minor axis Details of column cross-section c/dt ratio Effective cover to reinforcement Spacing between bars Depth of tension steel Depth of NA from extreme compression face Factor of depth of compressive stress block Ast> Ast min, PASS- Minimum steel check Asr< Ase max, PASS - Maximum steel check rx = 0.3 x h = 4.8 in Srx_act = kx x lux / rx = 21 Slenderness ratio is less than 22, slenderness effects may be neglected ry = 0.3 x b = 2.4 in sry_act = ky x luy / ry = 42 sry_perm = min(34 - 12 x (M1y_act / M2y_act),40) = 34 Column is slender about the Y axis Igy = (h x b3) / 12 = 682.667 in4 Pcy = (n2/ (ky x luy)2) x (0.4 x Ec x Igy / (1+(3d )) = 588.8 kips Cmy = 1.0 Snsy = max(Cmy / (1 - ( Pu_act/ (0.75 x Pcy ))),1.0) = 1.053 M2y_min = Pu_act x (0.6 in + 0.03 x b) = 1.55 kip_ft Mcy_min = Snsy x M2y_min = 1.63 kip_ft •• ••• • • • • • •• • • ryb • 0.49Q •• • ds = Cc + istir + t'Dlony/2) t 21'188'in s = ((b — (2xd')))/ ((N/2)-1) = 1.813 in •=1:.d'=S.$12iri. •.. .;• • • • • • • • 'b♦, = rijpx Dt = 2p; iQ • • . •.•. • 13;=0.850 ••• • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • 18 of 54 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Column Design Sheet no./rev. 3 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Depth of equivalent rectangular stress block Yield strain in steel Strength reduction factor Details of concrete block Force carried by concrete Forces carried by concrete Moment carried by concrete Moment carried by concrete Details of steel layer 1 Depth of layer Strain of layer Stress in layer Force carried by layer Moment carried by steel layer Details of steel layer 2 Depth of layer Strain of layer Stress in layer Force carried by layer Moment carried by steel layer Force carried by steel Sum of forces by steel Total force carried by column Nominal axial load strength Strength reduction factor Ultimate axial load carrying capacity of column Total moment carried by column Total moment carried by column Ultimate moment strength capacity of column Check Toad capacity for uniaxial loads about Factored axial load Ultimate axial capacity Factored moment about y axis Ultimate moment capacity about the y axis Design of column ties to CL.7.10.5 Spacing of lateral ties 16 times longitudinal bar diameter 48 times tie bar diameter ay = min((f3ix cy), b)= 2.223 in Csy=fy/Es=0.002 4y = 0.789 Pycon = 0.85 x fc x h x ay = 120.947 kips Mycon = Pycon x ((b/2) — (ay/2)) = 29.111 kip_ft xyl = 2.188 in Cyt = Cc x (1 - Xyi / Cy) = 0.00049 ay1 = min(fy, Es x Ey)) =14240.14 psi Pyi = Ny x Abar x ay1 = 13.106 kips My1 = Py1 x ((b / 2) - Xyl) = 1.980 kip_ft xy2 = 5.813 in Cyt = Cc x (1 - Xy2 / Cy) = -0.00367 aye = max( -1 x fy, Es x Cyt) = -60000.00 psi Py2 = Ny X Abar X aye = -55.223 kips My2 = Py2 x ((b / 2) - xy2) = 8.341 kip_ft Pys = -42.1 kips Pny = 78.830 kips (I)y = 0.789 Puy = 4y x Pny = 62.188 kips Moy = 39.432 kip_ft Muy = (1)y x Moy = 31.108kip_ft the y axis Pu_act = 22.16 kips Puy = 62.19 kips PASS - Ultimate axial capacity exceeds factored axial load Mcyb nin IA4.63 k{p_ft• • • • • MLY=31.pTf. • ••• °• PAU-' U{tytiatb ibotnentrapagtp exceeds factored moment about y axis • Soca r8.0000% ••• •�• •�• •6.1 = 36 x•Di'�. 30)00 in • •• • • • •• •• • SS2 = 48 x Dstr" 18!000 in • • .•• • • • • • • • • • • • • • •.• • • • • • • • •• •• • • ••• • • • • • • • • • • • • •• •• 19 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Column Design Sheet no./rev. 4 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Least column dimension Provide max tie spacing Sv3 = min (h,b) = 8.00 in s = min(svt,svz,sv3) = 8.000 in •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • Y •• • ••• • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • Sv ties < s PASS ••• • • • •, ••• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • 20 of 54 li: Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wall Design Sheet no./rev. 1 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date MW -1 MASONRY WALL PANEL DESIGN TO MSJC-11 Using the allowable stress design method Masonry wall panel details Reinforced single-wythe wall, the wall is pinned at the top and at the bottom for out of plane loads The wall is fixed at the bottom and free at the top for in plane loads Panel length L = 7.75 ft Panel height h = 10.5 ft 7' 9" Seismic properties Seismic design category A Seismic importance factor (ASCE7 Table 1.5-2) le = 1 Design spectral response acceleration parameter, short periods (ASCE7 11.4.4) Sos = 1 Seismic wall classification Nonparticipating NprreSttttile (higiiVnlstisrptereinforcement Redundancy factor, on out -of -plane load Construction details Wall thickness t = 7.625 in pe=1.0•• •• • • • •• .• ••• ••• •• • • • •• • ••• • • ••• ••. • • . . • . • . • • • • • • • • •• • • .• • • • • • • •• • • • •• •• ••. • ••• • • • Tedds calculation version 2.1.02 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 21 of 54 =s Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wall Design Sheet no./rev. 2 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date -A- N o 1 Masonry details Hollow concrete units fully grouted in running bond fully bedded with PCL class M mortar feu = 1900 psi yblock = 115 Ib/ft3 hb = 7.625 in Ib = 15.625 in Nweb = 1 Nend = 2 tbw = 1.25 in tbf = 1.25 in tbe =1.25in Ablock = [t x Ib - (Ib - Nweb X tbw - Nend X tbe) x (t - 2 x tbf)] / Ib = 44.76 in2/ft Agrout = [(Ib - Nweb x tbw - Nend X tbe) x (t - 2 x tbf)] / Ib = 46.74 in2/ft grout = 140 Ib/ft3 wsw = Abiock X yblock + Agrout X ygrout = 81.19 psf Compressive strength of unit Density of masonry units Height of masonry units Length of masonry units Number of internal webs Number of end webs Internal web thickness Face shell thickness End web thickness Area of block Area of grout Density of grout Self weight of wall T fe N L 15.625" •• • • • • • • •••• • • • • • •• •• • • • ••• 1 • • • • • • • • •s• '•• • • • •• • ••• • ••• ••• • • • • • • • • • • • • • • •• • • •• • • • • • ;1411.25140 • • • • •• •• 1.25" 44 5.938" • •-•• —;14 1.25"4A • • 5.948" • ►+11 1.25"►I ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 22 of 54 From MSJC-11 Table 2 - Compressive strength of masonry fm = 1500 psi Em = 900 x fm = 1350000 psi Gv = 0.4 x Em = 540000 psi Net compressive strength of masonry Modulus of elasticity for masonry Shear modulus of masonry From MSJC-11 Table 2.2.3.2 - Allowable flexural tensile stresses for clay and concrete masonry Allowable flexural tensile stress normal to bed Ft_norm = 86 psi Allowable flexural tensile stress parallel to bed Ft_para = 106 psi Reinforcement details Yield strength of reinforcement Allowable tensile stress in reinforcement Modulus of elasticity for reinforcement Vertical reinforcement provided Area of vertical reinforcement Lateral loading details Wind load on panel Seismic load factor (ASCE? 12.11.1) Seismic load from wall Additional seimic load Seismic lateral load on panel Shear loading details Wind shear load on wall Vertical loading details Dead load on top of wall Live load on top of wall Live roof load on top of wall fy = 60000 psi Fs = 32000 psi Es = 29000000 psi No.6 bars at 40 in centers As=nxDia2/(4xs)=0.13in2/ft W = 50 psf Fp= 0.4xSDsxle=0.4 Ewan = max(Fp,0.1) x wsw = 32.5 psf Eadd = 0 psf E = Ewan + Eadd = 32.5 psf Vw = 10000 lbs DL = 839 Ib/ft LL = 255 Ib/ft LLr = 192 Ib/ft From ASCE 7-10 cI.2.4.1 - Combining nominal loads using allowable stress design (Utilization) Load combination no.1 Load combination no.2 Load combination no.3 Load combination no.4 Load combination no.5 DL (0.059) DL + LL (0.068) DL + (LLr or SL or RL) (0.066) DL + 0.75 x LL + 0.75 x (LLr or SL or RL) (0.071) DL + 0.6 x W (0.391) Properties of masonry section Cross-sectional area Properties for walls loaded out -of -plane: Moment of inertia Section modulus Radius of gyration Effective height factor Properties for walls loaded in -plane: Gross moment of inertia Gross section modulus A = t = 91.5 in2/ft •• ••• • • • • • •• • • I = t3 /612 44i1.3an�'ft• • • •• • • • • ••• • •.S -ol.r.c'9963,.in3/Q : •.• r=I[I/A]=2.201 in • ♦b•=•1 • • ••• ••• • • • • • • • • • • • • • •• • • •• • • • • • • Ixjgross = t,4 L3 ? 42 = 511112 ilr• Sx_gross = Ix_gross / (L / 2) = 10991 in3 ••. . • • • ••• • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • 23 of 54 Project Castro Residence Job Ref. 13-110 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Subject Wall Design Sheet no./rev. 3 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date From MSJC-11 Table 2 - Compressive strength of masonry fm = 1500 psi Em = 900 x fm = 1350000 psi Gv = 0.4 x Em = 540000 psi Net compressive strength of masonry Modulus of elasticity for masonry Shear modulus of masonry From MSJC-11 Table 2.2.3.2 - Allowable flexural tensile stresses for clay and concrete masonry Allowable flexural tensile stress normal to bed Ft_norm = 86 psi Allowable flexural tensile stress parallel to bed Ft_para = 106 psi Reinforcement details Yield strength of reinforcement Allowable tensile stress in reinforcement Modulus of elasticity for reinforcement Vertical reinforcement provided Area of vertical reinforcement Lateral loading details Wind load on panel Seismic load factor (ASCE? 12.11.1) Seismic load from wall Additional seimic load Seismic lateral load on panel Shear loading details Wind shear load on wall Vertical loading details Dead load on top of wall Live load on top of wall Live roof load on top of wall fy = 60000 psi Fs = 32000 psi Es = 29000000 psi No.6 bars at 40 in centers As=nxDia2/(4xs)=0.13in2/ft W = 50 psf Fp= 0.4xSDsxle=0.4 Ewan = max(Fp,0.1) x wsw = 32.5 psf Eadd = 0 psf E = Ewan + Eadd = 32.5 psf Vw = 10000 lbs DL = 839 Ib/ft LL = 255 Ib/ft LLr = 192 Ib/ft From ASCE 7-10 cI.2.4.1 - Combining nominal loads using allowable stress design (Utilization) Load combination no.1 Load combination no.2 Load combination no.3 Load combination no.4 Load combination no.5 DL (0.059) DL + LL (0.068) DL + (LLr or SL or RL) (0.066) DL + 0.75 x LL + 0.75 x (LLr or SL or RL) (0.071) DL + 0.6 x W (0.391) Properties of masonry section Cross-sectional area Properties for walls loaded out -of -plane: Moment of inertia Section modulus Radius of gyration Effective height factor Properties for walls loaded in -plane: Gross moment of inertia Gross section modulus A = t = 91.5 in2/ft •• ••• • • • • • •• • • I = t3 /612 44i1.3an�'ft• • • •• • • • • ••• • •.S -ol.r.c'9963,.in3/Q : •.• r=I[I/A]=2.201 in • ♦b•=•1 • • ••• ••• • • • • • • • • • • • • • •• • • •• • • • • • • Ixjgross = t,4 L3 ? 42 = 511112 ilr• Sx_gross = Ix_gross / (L / 2) = 10991 in3 ••. . • • • ••• • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • 23 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wall Design Sheet nolrev. 4 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Consider wall at mid -height under load combination no.5 Mid height hm = 0.5 x h = 5.25 ft Axial load at mid -height of panel P = DL + hm x wsw = 1265 Ib/ft Compressive stress due to axial load fa = P / A = 13.8 psi Slendemess ratio (K x h) / r = 57.243 < 99 Allowable compressive stress due to axial load Fa = (1 / 4) x fm x [1 - ((K x h) / (140 x r))2] = 312.3 psi fa / Fa = 0.044 PASS - Allowable compressive stress exceeds compressive stress due to axial loads Allowable compressive force Pa = 0.25 x fm x A x [1 - ((K x h) / (140 x r))2] = 28576 Ib/ft P / Pa = 0.044 Bending moment at mid -height of panel Depth of reinforcement Modular ratio Allowable compressive stress due to flexural load Balance point Tensile strain in reinforcement Compressive strain in masonry Compressive stress at balance point Tension at balance point Compression at balance point Axial load at balance point Moment at balance point Maximum moment from interaction diagram PASS - Allowable compressive force exceeds axial load M = 0.6 x W x h2 / 8 = 4961 Ib in/ft d = 3.813 in n = Es / Em = 21.481 Fb = (0.45) x fm = 675 psi kbai = n / (Fs /Fb+n)=0.312 es = Fs / Es = 0.001103 Ern = Es x kbal / (1 - kbal) = 0.000500 fbai = Em x Em = 675 psi Tbai = As x Fs = 4241 Ib/ft Cbai = kbal x d x fbai / 2 = 4815 lb/ft Pbai = Cbai — Tbal = 574 Ib/ft Mbal = Tbal x (d - t / 2) + Cbal x (t / 2 — kbai x d / 3) = 16448 Ib_in/ft Mc = 17135 Ib_in/ft M/Mc=0.29 PASS - Combination of applied axial load and flexure is acceptable •• ••• • . • • • .• • • . • . . • •• ••. .• • . . •• • • • •• • ... • • ••. •.. • . • .• • • • • • • •• . . • • • • • • . .• •• .•• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 24 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wall Design Sheet no./rev. 5 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Axial load - kips/ft 50 45 40 35 30 \ 25 20 15 10 5 5 kip_in/ft, 1.3 kips/ft 1, ip_in/ft, 0.6 kips/ft -5 5 16 2) 25 30 35 4) 45 -10 Moment - kip_in/ft Allowable stress interaction diagram Consider wall at bottom under Toad combination no.5 Shear force Depth to reinforcement Net shear area Shear stress Compressive force Moment Allowable masonry shear stress V = 0.6 x Vw = 6000 lbs din=L-Ib/4=7.4ft Anv = din x t = 679.3 in2 fv=V/Anv= 8.8 psi Nv=(1.0x0+1.0xhxwsw)xL=13108.9lbs My = V x h = 63000 1b_ft Fvm = 0.5 x [4 - 1.75 x min((Mv / (V x din)),1.0)] x 4(fm x 1 psi) + 0.25 x Nv / (A x L) = 48.2 psi Allowable shear stress Fv = min(Fvm,2 x I(fm x 1 psi)) = 48.2 psi Shear utilization fv / Fv = 0.183 PASS - Allowable shear stress exceeds applied shear stress Axial load at base of wall P = (DL + h x wsw) x L = 13109 Ib By iteration, tension at balance point Tbai = 19041 Ib Compression at balance point Cbai = 71420 Ib Axial load at balance point Pbai = Cbal — Tbal = 52378 Ib By iteration, moment at balance point Mbal = 3273414 Ib_in Maximum moment from interaction diagram Mc = 1932821 Ib in •• My/Mc=09394 • . • ••• • • • • P�IS.S ;Cin,it34on btapplied axial load and flexure is acceptable .• ••. •• • • . •• • ••• • • ••. •.• • • . • • • • • • • ▪ • • • • .• . • • •• . . • • . • •. • • • •. •• ••• . ••• • • • .•. • • • • • • • • • • • • • ••• • • . • • • • •• •• • • ••• • • • • • . • • • • • • • • •• •• 25 of 54 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Wall Design Sheet no./rev. 6 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Axial load - kips 9UU 350 300 250 200 150 100 50 3 ..4 kip_in, 52.4 kips X756 M ip_in, 13.1 kips -50 500 5)0 20)0 25)0 30)0 35)0 40)0 45)0 Moment - kip_in Allowable stress interaction diagram • •• ••• • • • • • •• • • • •• • • • •• ••• •• • • • •• • • • • • •• • ••• • • • ••• ••• • • • • • • • • • • • • •• • • • • • • • • • •• •• ••• • • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• 26 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 1 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date SF -1 (A STRIP FOOTING ANALYSIS AND DESIGN (ACI318-11) Strip footing details Width of strip footing Depth of strip footing Depth of soil over strip footing Density of concrete Load details Load width Load eccentricity Soil details Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Allowable bearing pressure Axial loading on strip footing Dead axial load Live axial load Wind axial load Total axial load 0' 8"_l0' 8"_-0' 8"-0.1 1.91 'ksf2 2' 1.911 kse B = 2.000 ft h = 12.000 in Nod = 8.000 in pconc = 150.0 Ib/ft3 b = 8.000 in eP = 0.000 in psoil = 120.0 Ib/ft3 (1'=25.0deg S = 19.3 deg .• .•• . • . • . •• tan(S3=40‘350, • • • •Pbeanyg -, 21OD 4f ; • ; • •• ••• •• • . . •. • •P•ci= 2.10.3 kips/ft • F;o = 1.160'kias/Q • • ; F•vf = O.Q0O klpet P = 3.363 kips/ft • .•• ••• • • •• •• • TEDDS calculation version 2.0.05.00 • • • • • • ••• • • • • • • • • • ••. • • • • • • • • • • • • •• • • • •• •• • • ••• • • 27of54 • Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet noIrev. 2 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Foundation loads Dead surcharge load Live surcharge load Strip footing self weight Soil self weight Total foundation load Calculate base reaction Total base reaction Eccentricity of base reaction in x Calculate base pressures Minimum base pressure Maximum base pressure Partial safety factors for loads Partial safety factor for dead loads Partial safety factor for imposed loads Partial safety factor for wind loads Strength reduction factors Flexural strength reduction factor Shear strength reduction factor Ultimate axial loading Ultimate axial loading Ultimate foundation loading Ultimate foundation loading Ultimate horizontal loading Ultimate horizontal loading Ultimate moment on foundation Ultimate moment Calculate ultimate base reaction Ultimate base reaction Eccentricity of ultimate base reaction Calculate ultimate pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure FGsur = 0.000 ksf Fosur = 0.000 ksf Fswt = h x pconc = 0.150 ksf Fsoil = hsoii x psoil = 0.080 ksf F = B x (FGsur + Fosur + Fswt + Fsoil) = 0.460 kips/ft T = F + P = 3.823 kips/ft er=(Pxep+M+Hxh)/T=0.000in Base reaction acts within middle third of base qi =(T/B)x (1 - 6 x er / B) = 1.911 ksf q2=(T/B)x (1 +6xer/B)=1.911 ksf qmin = min(qi, q2) = 1.911 ksf qmax = max(qi, q2) = 1.911 ksf PASS - Maximum base pressure is less than allowable bearing pressure yfG = 1.20 yfca = 1.60 yfw = 0.00 (I)f = 0.90 (1)s = 0.75 Pu = PGxyfG + Pc) xyfa+Pwxyfw =4.540kips/ft Fu = B x [(FGsur + Fswt + Fsoil) x yfG + Fosur x yfa] = 0.552 kips/ft Hu= HGxyfG +Haxyfa+Hwxytw=0.000kips/ft Mu= MGxyfG +MOxyfa+Mwxyfw =0.000kip_ft/ft Tu = Fu + Pu = 5.092 kips/ft ••er��•(P�xep .Mui :u x:)/Tu=0.000 in • • • • • • • • • • • • • • • • • %is F+(Tu 413) (1 -8 x• ey,•l13) = 2.546 ksf q2u = (Tu / B) x (1 + 6 x eru / B) = 2.546 ksf • •Ojnllnu = min(giurg2u)=•?•546,IrsI . • • • • • • • Qmaxtb= friNC((tlu,yg20 = t.546kcsf • •• • • • •• •• ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 28 of 54 Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 3 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Calculate base lengths Left hand length Right hand length Calculate rate of change of base pressure Length of base reaction Rate of change of base pressure Calculate ultimate moment Ultimate moment Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor BL = B / 2 + ep = 12.000 in BR=B/2-ep= 12.000 in Bx=B=24.000 in Cx = (q2u - qiu) / Bx = 0.000 ksf/ft Mx = (qiu-Fu/B)xBL2/2+CxxBL3/6 = 1.135 kip_ft/ft fo = 3000 psi fy = 60000 psi cnom = 1.500 in Normal weight = 1.00 Moment design in x direction Tension reinforcement bar designation 5 Diameter of tension reinforcement (1)e = 0.625 in Spacing of tension bars se = 14.000 in Tension reinforcement provided No. 5 bars @ 14.000 in centres Depth of tension reinforcement d = h - cnom - (pe / 2 = 10.187 in Area of tension reinforcement provided As_B_prov = n x 1A,e2 / (4 X 5B) = 0.263 int/ft Minimum area of tension reinforcement As x min = 0.0018 x h = 0.259 int/ft Maximum spacing of reinforcement smax = min(3 x h, 18in) = 18.000 in PASS - Tension reinforcement provided exceeds minimum tension reinforcement required Depth of compression block ax = As_B_prov x fy / (0.85 x fc) = 0.52 in Neutral axis factor f3i = 0.85 Depth to the neutral axis cna_x = ax / (31 = 0.61 in Strain in reinforcement Et_x = 0.003 x (d - Cna_x) / Cna_x = 0.04738 PASS - The section has adequate ductility (cl. 10.3.5) Nominal moment strength Mnx = Mx / (1)1= 1.261 kip_ft/ft Moment capacity of base Mcapx = As_B_provxfyx[d-(As_e_provxfy/(1.7xfc))] = 13.056 kip_ft/ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at face of load Ultimate shear force at face of load Vsu = (qiu - Fu / B) x (BL - b / 2 - d) - Cx x (BL - b / 2 - d)2 / 2 = -0.414 kips/ft Shear design at distance d from face of load Strength reduction factor in shear : 4s = b.7�• • •• • • • • ••• • Nominal shear strength • • •Vas. Vsy t 4 : •0.g5I k 34 !ft Concrete shear strength Vo = 2 x x 4(fo x 1 psi) x d = 13.392 kips/ft • • • •PASS; Nopinal speer gr; ngth is less than concrete shear strength • • • • • • • • • • • • • • • • •• • • •• • • • • • • •• • • • •• •• ••• • ••• • • • 4•• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• 29 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 4 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date No. 5 bars @ 14" c/c btm F-1 (B) COMBINED FOOTING ANALYSIS AND DESIGN (ACI318-11) Combined footing details Length of combined footing Width of combined footing Area of combined footing Depth of combined footing Depth of soil over combined footing 1' 8" ► 1--1' 8" 4' •. ••• • • • • • ••• • • • • •• • • • • ••• • ••6L:.4.00gr ••• :: ••• B = 4.000 ft Lx=1%000ft••, e•, =12.608ir: : . • •• • • •• • • • • • • 6•• rtoi�=1,8,Q0O14-1• TEDDS calculation version 2.0.05.06 ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 30 of 54 • Structures International, 7501 Wiles Suite 106-B Coral Springs, Inc. Road FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 5 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Density of concrete Column details Column base length Column base width Column eccentricity in x Column eccentricity in y pconc = 150.0 Ib/ft3 IA = 8.000 in bA = 16.000 in epxA = 0.000 in epyA = 0.000 in Soil details Density of soil psoii = 120.0 Ib/ft3 Angle of internal friction = 25.0 deg Design base friction angle S = 19.3 deg Coefficient of base friction tan(6) = 0.350 Allowable bearing pressure Pbeanng = 2.000 ksf Axial loading on column Dead axial load on column PGA = 13.985 kips Live axial load on column PQA = 6.405 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 20.390 kips Foundation loads Dead surcharge load Live surcharge load Footing self weight Soil self weight Total foundation load Calculate base reaction Total base reaction Eccentricity of base reaction in x Eccentricity of base reaction in y Check base reaction eccentricity Calculate base pressures Minimum base pressure Maximum base pressure FGsur = 0.000 ksf FQsur = 0.000 ksf Fswt = h x pconc = 0.150 ksf Fsoii = hsoii x psoiI = 0.180 ksf F = A x (FGsur + FQsur + Fswt + Fsoii) = 5.280 kips T = F + PA = 25.670 kips erx= (PA xepxA+MxA+HxAx h)/T=0.000 in ery= (PA xepyA+MyA+HyAx h) / T = 0.000 in abs(erx) / L + abs(ery) / B = 0.000 Base reaction acts within middle third of base qi=T/A-6x Tx erx/(Lx A)-6xTxery/(Bx A)= 1.604 ksf q2 =T/A-6x Tx erx/(LxA)+6xTxery / (B x A) = 1.604 ksf q3 =T/A+6x Tx erx/(LxA)-6xTxery/(BxA)=1.604ksf q4=To/A*6.xTxerx((LTxery/(BxA)=1.604ksf gmin'- jnin(ry,g2. q , cl*) : 1,6d4 I:sf gmax.1n1ax(gi, 4'243, .i o4•ILsf PASS - Maximum base pressure is less than allowable bearing pressure • ••.. •. . •.• •••. • • • •• • • . . • • • • • .. . • .• . . • • •. • . • • •• ••• ••• • ••• • • • ••. • • • • ••• • • • ••• • • • • • • • •.• • • • • • • • • • • •. • • • •. • • • .•• • 31 of 54 11 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 6 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date 1.604 ksf 1.604 ksf Load combination factors for loads Load combination factor for dead loads Load combination factor for live loads Load combination factor for wind loads Strength reduction factors Flexural strength reduction factor Shear strength reduction factor Ultimate axial loading on column Ultimate axial load on column Ultimate foundation Toads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Ultimate moment on column Ultimate moment on column in x direction Ultimate moment on column in y direction Calculate ultimate base reaction Ultimate base reaction Eccentricity of ultimate base reaction in x Eccentricity of ultimate base reaction in y yfG = 1.20 yfQ = 1.60 yfw = 0.00 (I)f = 0.90 cls = 0.75 1.604 ksf 1.604 ksf PuA= PGA XyfG +PQAXyfQ+PWA xyfw =27.030kips Fu = A x [(FGsur + Fswt + Fsoii) x yfG + FQsur x yfQ] = 6.336 kips HxuA = HGxA x yfG + HQxA x yfQ + HwxA x yfw = 0.000 kips HyuA = HGyA X yfG + HQyA x yfQ + HwyA x yfw = 0.000 kips MxuA=MGxAXyfG +MQxAXyfQ+MwxAXyfw =0.000kip_ft MyuA MGyA x•lffCi+g E/IA Y 7f +; Mrg x yfw = 0.000 kip_ft • • • . • • • • • • • • Tu = Fu + PuA = 33.366 kips eTxw= (I;yP, epxA MxuA + HxuA x h) / Tu = 0.000 in e -r u = (PW x epyi +'Myf,A } HyuA 11) / o u = 0.000 in .. . • .• . . . . . • •• • • •• ••• •• ... ..• .• • . • • ••• ••• ••• • • • • ••• • • • • • • •• • • • • • .•• • • • • • • • • • • • • • • •• •• • • • • •• •• ••• • 32 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 7 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Calculate ultimate base pressures Minimum ultimate base pressure Maximum ultimate base pressure Calculate rate of change.of base pressure Left hand base reaction Right hand base reaction Length of base reaction Rate of change of base pressure Calculate footing lengths in x direction Left hand length Right hand length Calculate ultimate moments in x direction Ultimate moment in x direction qiu = Tu/A - 6xTuxeTxul(LxA) - 6xTuxeryu/(BxA) = 2.085 ksf q2u = Tu/A - 6xTuxerxu/(LxA) + 6xTux eryu/(BxA) = 2.085 ksf q3u = Tu/A + 6xTuxerxu/(LxA) - 6xTuxeryu/(BxA) = 2.085 ksf q4u = Tu/A + 6xTuxerxu/(LxA) + 6xTuxeryu/(BxA) = 2.085 ksf gminu = min(qiu, q2u, q3u, q4u) = 2.085 ksf qmaxu = max(qiu, q2u, q3u, q4u) = 2.085 ksf in x direction fuL = (qiu + q2u) x B / 2 = 8.342 kips/ft fuR = (q3u + q4u) x B / 2 = 8.342 kips/ft Lx=L= 48.000 in Cx = (fuR - fuL) / Lx = 0.000 kips/ft/ft LL = L / 2 + epxA = 2.000 ft LR = L / 2 - epxA = 2.000 ft Mx= fuL x LL2 / 2 + Cx x LL3/ 6 - Fu x LL2/ (2 x L) = 13.515 kip_ft Calculate rate of change of base pressure in y direction Top edge base reaction Bottom edge base reaction Length of base reaction Rate of change of base pressure Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement Spacing of reinforcement Maximum spacing of reinforcement fur = (q2u + q4u) x L / 2 = 8.342 kips/ft fuB = (qiu + q3u) x L / 2 = 8.342 kips/ft Ly=B=4.000ft Cy = (fuB - fur) / Ly = 0.000 kips/ft/ft Lr=B/2+epyA=2.000ft LB = B / 2 - epyA = 2.000 ft My= furxLr2/2+ CyxLT3/6- Fu x LT2 / (2 x B) = 13.515 kip_ft fc = 3000 psi fy = 60000 psi Cnom = 1.500 in Normal weight = 1.00 4 No. nate Polon • • • • . • . • dx = h• Cnonf+�xt % ? 4 1 G.1$= :11• •• • • • . • . .. • As_xBB�rov I IVXB x $Sc (kV/ 4 =•1.227 int As_xT_prov = NxT X it X 4x72 / 4 = 0.000 int Apt x nen ab.0018 15.0018%h x1= 1.174rinl:• sxe Prov 9:(J3 -62 x't�on /rnax(N.e - 1,.1) = 15.000 in ••• • smax = min(3 x h,•1•8in)•=18.000 in • ••. • • • • ••. • • • • • • • • • • . ••. •• • • • • • • • . • • •• .• • • • •• • ••• • • • ••• • 33 of 54 Structures International, Inc. 7501 vies Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 8 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Depth of compression block Neutral axis factor Depth to the neutral axis Strain in reinforcement Nominal moment strength required Moment capacity of base Moment design in y direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement Spacing of reinforcement Maximum spacing of reinforcement Depth of compression block Neutral axis factor Depth to the neutral axis Strain in reinforcement Nominal moment strength required Moment capacity of base PASS - Reinforcement provided exceeds minimum reinforcement required ax = As_xB_prov X fy / (0.85 x fc X B) = 0.60 in (31 = 0.85 Cna_x =ax/(31=0.71in st_x = 0.003 x (dx - Cna_x) / Cna_x = 0.04018 PASS - The section has adequate ductility (cl. 10.3.5) Mnx = abs(Mx) / 4f = 15.017 kip_ft Mcapx = As_xB_prov X fy x [dx - (As_xB_prov x fy / (1.7 x fc x B))] Mcapx = 60.664 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required 4 No. 5 bars bottom dy=h-Cnom-4xB-4y5/2=9.562 in AsyB Prov = NyB X 1< X 4uyB2 / 4 = 1.227 in2 AsyT_prov = NyT X 7t X 4yT2 / 4 = 0.000 in2 Asymin=0.0018xhxL=1.037in2 SyB_prov = (L - 2 x Cnom) / max(NyB - 1, 1) =15.000 in smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required ay=AsyBprovxfy/(0.85x fc x L) = 0.60 in 131 = 0.85 Cnay=ay/(31=0.71in sty = 0.003 x (dy - Cnay) / Cnay = 0.03754 PASS - The section has adequate ductility (cl. 10.3.5) Mny = abs(My) / 4f = 15.017 kip_ft Mcapy = AsyB Prov x fy x [dy - (AsyB Prov x fy / (1.7 x fc x L))] Mcapy = 56.829 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column Area loaded for shear at d from face of column Ultimate shear force at d from face of column Shear design at d from right face of column Strength reduction factor in shear Nominal shear strength Concrete shear strength qsu=(q1u+Cxx(L/2+epxA+IA/2+dx)/B+q4u)/2 qsu = 2.085 ksf As= B x min(3 x (L/2-erx), L / 2 - ePxA - IA / 2 - dx) = 3.271 ft2 Vsu = As x (qsu - Fu / A) = 5.526 kips 1s = 0.75 •• ••• • • • Vnsu Vsu / (I)C= 9.368•kpsi• • • •• Vc_s =2x X X:4(tc Y 1;pst ff: x d?c ,= 53.567 kips PASS Nominal shear stren• gth is less than concrete shear strength Calculate ultimate punching shear force at perimeter of442 fro% face of column •• ••• ••• Ultimate pressure for punching shear q�e, q1�,+[(l: 2•eFxAil-d/2)+QA+241/2)/2]xC,JB-[(B/2+epyA-bA/2- • d/2)+(bA+2xd/2)/2]xCy/L • • • : Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 9 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Average effective depth of reinforcement Area loaded for punching shear at column Length of punching shear perimeter Ultimate shear force at shear perimeter Punching shear stresses at perimeter of d / 2 Nominal shear strength Ratio of column long side to short side Column constant for interior column Concrete shear strength 4 No. 5 bars btm (15" c/c) d = (dx + dy) / 2 = 9.875 in ApA = (IA+2xd/2)x(bA+2xd/2) = 3.212 ft2 upA = 2x(IA+2xd/2)+2x(bA+2xd/2) = 7.292 ft VpuA = PuA + (Fu / A - gpuA) x ApA = 21.604 kips from face of column VnpuA = VpuA / 4s = 28.805 kips (3A = max(IA, bA) / min(IA, bA) = 2.000 asA = 40 Vc_p_i = (2 + 4 / (3A) x x x Arc x 1 psi) x upA x d = 189.307 kips Vc_p;; = (asA x d / upA + 2) x x 'I(f'c x 1 psi) x upA x d = 308.299 kips Vc_p_iii = 4 x x •I(fc x 1 psi) x upA x d = 189.307 kips Vc_p = min(VcJ,_i, Vc_p_ii, Vo_p_Iii) = 189.307 kips PASS - Nominal shear strength is less than concrete shear strength �•• • T L • V 4 No. 5 bars btm (15" c/c) One way shear at d from column face - - Two way shear at d / 2 from column face •• ••• • • • • • • •• ••• • • • • • •• • • • •• • • • •• • ••• • • ••• ••• • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • ••• • • • • ••• • • • • • • • • 6 • • • • ••• • • • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • •• •• 35 of 54 SF -3 (C) STRIP FOOTING ANALYSIS AND DESIGN (ACI318-11) Strip footing details Width of strip footing Depth of strip footing Depth of soil over strip footing Density of concrete Load details Load width Load eccentricity Soil details Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Allowable bearing pressure Axial loading on strip footing Dead axial load Live axial load Wind axial load Total axial load 0' 8" 1'8" 1' 5"- 'k 0' 8" -►f 1' 5" of 1.908 ksf2 3' 6" 1.908 ksf' B = 3.500 ft h = 20.000 in hsoii = 8.000 in pconc = 150.0 Ib/ft3 b = 8.000 in eP = 0.000 in psoii = 120.0 Ib/ft3 = 25.0 deg 5=19.3 deg tan(S); •0ag • • • Pbear:g• = 2.0(0) if • • •. Id. •• PG = 3.003 kips/ft Poo 2.62Q kips/ft Psi L.522'kips/i# •; • • • • • •• • •.• ••. • • • • • • • • • . • • • • • d• •• • • • TEDDS calculation version 2.0.05.00 ••• • • • • •d• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• 0 • • ••• • • 36 of 54 Project Castro Residence Job Ref. 13-110 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Subject Foundation Design Sheet no./rev. 10 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date SF -3 (C) STRIP FOOTING ANALYSIS AND DESIGN (ACI318-11) Strip footing details Width of strip footing Depth of strip footing Depth of soil over strip footing Density of concrete Load details Load width Load eccentricity Soil details Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Allowable bearing pressure Axial loading on strip footing Dead axial load Live axial load Wind axial load Total axial load 0' 8" 1'8" 1' 5"- 'k 0' 8" -►f 1' 5" of 1.908 ksf2 3' 6" 1.908 ksf' B = 3.500 ft h = 20.000 in hsoii = 8.000 in pconc = 150.0 Ib/ft3 b = 8.000 in eP = 0.000 in psoii = 120.0 Ib/ft3 = 25.0 deg 5=19.3 deg tan(S); •0ag • • • Pbear:g• = 2.0(0) if • • •. Id. •• PG = 3.003 kips/ft Poo 2.62Q kips/ft Psi L.522'kips/i# •; • • • • • •• • •.• ••. • • • • • • • • • . • • • • • d• •• • • • TEDDS calculation version 2.0.05.00 ••• • • • • •d• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• 0 • • ••• • • 36 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-8 Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 11 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Foundation loads Dead surcharge load Live surcharge load Strip footing self weight Soil self weight Total foundation load Calculate base reaction Total base reaction Eccentricity of base reaction in x Calculate base pressures Minimum base pressure Maximum base pressure Partial safety factors for Toads Partial safety factor for dead loads Partial safety factor for imposed loads Partial safety factor for wind loads Strength reduction factors Flexural strength reduction factor Shear strength reduction factor Ultimate axial loading Ultimate axial loading Ultimate foundation loading Ultimate foundation loading Ultimate horizontal loading Ultimate horizontal loading Ultimate moment on foundation Ultimate moment Calculate ultimate base reaction Ultimate base reaction Eccentricity of ultimate base reaction .. ••• • Calculate ultimate pad base pressures'. •' Minimum ultimate base pressure Maximum ultimate base pressure FGsur = 0.000 ksf FGsur = 0.000 ksf Fswt = h x pconc = 0.250 ksf Fsoii = hsoil x psoil = 0.080 ksf F = B x (FGsur +Fosur + Fswt + Fsoil) =1.155 kips/ft T = F + P = 6.678 kips/ft er=(Pxep+M+Hxh)/T=0.000 in Base reaction acts within middle third of base q1=(T/B)x(1-6xer/B)=1.908ksf q2 = (T / B) x (1 +6xer/B)=1.908 ksf gmin = min(qi, q2) = 1.908 ksf qmax = max(qi, q2) = 1.908 ksf PASS - Maximum base pressure is less than allowable bearing pressure yfG = 1.20 yfQ = 1.60 yfw = 0.00 = 0.90 cps = 0.75 Pu = PG x 7fG + Po x yfQ + Pw x yfw = 7.636 kips/ft Fu = B x [(FGsur + Fswt + Fsoll) x yfG + FQsur x yfQ] = 1.386 kips/ft Hu= Ho x yfG + HQ x yfa + Hw x yfw = 0.000 kips/ft Mu= MGxyfG+MQxyfa+Mwxyfw =0.000kip_ft/ft Tu = Fu + Pu = 9.022 kips/ft grun=(P.uxgPtML jHux h)/Tu=0.000 in • . • • • • • • • •• ••• • • • • • • . • • qm (1 /13k) x'(1•'6 x el -Li / B) = 2.578 ksf q2u= (Tu /B) x (1 +6 x eTu / B) = 2.578 ksf •' • • • • 9r� : mmn(gi u 01)17.578 ksf • • • • • eirea•u : max4g1u1g2u) + 2.578 ksf • .• . . • .• .• •.• . ••. • . • • . • • • • ••• • • • . • • . • • ••. • • • • • • • • . • . • .. • . • •• •• •, . ••• • • 37 of 54 Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 12 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date Calculate base lengths Left hand length Right hand length Calculate rate of change of base pressure Length of base reaction Rate of change of base pressure Calculate ultimate moment Ultimate moment BL=B/2+ep=21.000 in BR = B / 2 - ep = 21.000 in Bx = B = 42.000 in Cx = (q2u - qiu) / Bx = 0.000 ksf/ft Mx = (qtu-Fu/B)xBL2/2+CxxBL3/6 = 3.341 kip_ft/ft Material details Compressive strength of concrete fc = 3000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 1.500 in Concrete type Normal weight Concrete modification factor Moment design in x directions Tension reinforcement bar designation 6 Diameter of tension reinforcement (I)B = 0.750 in Spacing of tension bars SB = 12.000 in Tension reinforcement provided No. 6 bars @ 12.000 in centres Depth of tension reinforcement d = h - cnom - (I)B / 2 = 18.125 in Area of tension reinforcement providedAs_B_prov = 7t x X62 / (4 x s6) = 0.442 in2/ft Minimum area of tension reinforcement As x min = 0.0018 x h = 0.432 in2/ft Maximum spacing of reinforcement smax = min(3 x h, 18in) = 18.000 in PASS - Tension reinforcement provided exceeds minimum tension reinforcement required Depth of compression block ax = AS B_prov x fy / (0.85 x fu) = 0.87 in Neutral axis factor 81 = 0.85 Depth to the neutral axis cna_x = a./ (31 = 1.02 in Strain in reinforcement Et_x = 0.003 x (d - Cna_x) / Cna_x = 0.05036 PASS - The section has adequate ductility (cl. 10.3.5) Nominal moment strength Mnx = Mx / 4t = 3.712 kip_ft/ft Moment capacity of base Mcapx = As_B.provxfyx[d-(As_B_provxfy/(1.7xfc))] = 39.080 kip_ft/ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at face of load Ultimate shear force at face of load Vsu = (qtu - Fu / B) x (BL - b / 2 - d) - Cx x (BL - b / 2 - d)2 / 2 = -0.205 kips/ft Shear design at distance d from face (Mad,. • • • • • • • • • • • . • • Strength reduction factor in shear •• • • ��: Structures International, Inc. 7501 Wiles Road Suite 106-B Coral Springs, FL 33067 Project Castro Residence Job Ref. 13-110 Subject Foundation Design Sheet no./rev. 13 Calc. by GFL Date 6/5/2015 Chk'd by Date App'd by Date No. 6 bars @ 12" c/c btm r • • v • • • • • , • • • • • • • • • • • • •• ••• •• • • • •• • ••• • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • ••• • • 39 of 54 SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 H H ETA 16 11473.9 M ETA40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 H H ETA24 11473.10 M STAM 36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 . • • • • •• • • •• •• • •• • • •• • • • • • • ••• • • • • •• •• SIMPSCATStRON -fIE COMPANY, INC •••••••• • • •• •• • • •• • ••• • • • • • • • •• •• • • • • • • • ••• . • • • • • •• • 40 of 54 rci l I C H N O t OGY Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no tine tirianciefl igtq-ep Ip Zhq n321r1ufacturing, sales, or distribution of the products included in tills repprt••,telrgr e• krfieson and Apex Technology comply with all criteria as stated irl Florja: RdfiirliStrativg Code Chapter 9B-72.110. 2. PRODUCT NAME • ..• • ••. ••• .• . . •• . . . Truss to Wall Conneotor9 • •• • •• •• •• •• •• • • . .• • • • .• .. MTSM16, MT6M20, HTSM10, HTSM20, HM9, HGAM10 Page 1 of 13 ••• • . • • •.• • • • • . • • . • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Simpson Strong -Tie 41 of 54 Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either 1/4x2%" Titers Masonry Screws for a masonry wall, or 1/4x13/4" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %x2%" Titen Masonry Screws for a masonry wall, or %4X13/" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %4 X 1 %" SDS screws (provided with the part), and fastens to the wall with either %4X2%4' Titen Masonry Screws for a masonry wall, or %4X13/4' Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for add ittonal'datals'of the H 9 • . • • • ••••••• • 4.4 HGAM10 Hurricane 6usseteAngle?TheVIGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpsgn %4 X 1 %".SDS screws {provided with the part), and fastens to the wall with %4XZ'/4 Tin Mason ri Screws. Allowable loads are shown in Table 2. The HGAM10 is manUfackbrescl from A4.gauge€teeFmeeting ASTM A653 SS Grade 33. The galvanized coaling complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 ••• • • • • ••• • • • . • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • •• • Simpson Strong -Tie 42 of 54 • fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1% nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/8" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/z" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dxl%" nails. They are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1'/8" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4" wide for use on 1 %" and larger members. They are installed with 10d common nails to the wood and either 1/4x2%4" Titen Masonry Screws to masonry, or %4x13/" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and larger members. They are installed with 16d sinker nails to the wood and either %x2'/4' Titen Masonry Screws to masonry, or %4x13/4' Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickriass+acecified iri Teble.4. The galvanized coating complies with the G90 requirerAents o Ap1M:A S1+;Masonry strap fastener schedule, dimensions and allowaple j9fdsAre ltolrn jn,table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE,1 GTRHL, FtTR1-IR FM Mint Girder Tie Down. The FGTR is a non -pitch specific girdeZ tie•dbwi tZiaa can 6e used in new construction or retrofit applications to tie down a:girdert tnuss•or bean toe concrete or masonry wall. The Page 3 of 13 009 • . . . 000 • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • 080 • • Simpson Strong -Tie 43 of 54 • FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%" wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie'h" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed'/2" drill and a %" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp Common Ngit ": Mil Sine biameter Pennyweight .. ••: • :0;014)••_ Fyb (psi) 10d ••• ••• •• • 0.146 •• 90,000 16d sinker 0.148 90,000 16d . .•• • • 0.162.• •.• 90,000 Fasteners for galvagii ed conreetorsin:prpssjre-preservative treated wood shall be hot -dipped zinc coated galvanizg 1 stegi with;oatipg weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 ••. • • • • • • • • • • • • •• •.• • • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • Simpson Strong -Tie 44 of 54 • 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, fc- MTSM 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi (or by proportions) Grout ASTM C476 2000 psi (or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 02-3861, 04-4675 6/4/02, 6/8/02, 7/24/02, 2/8/04 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 02-3861 6/4/02, 6/8/02, 7/24/02 HETA Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 04-4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 •. .02-367.6, Q2-3863 .. 6/4/02, 7/29/02 ' HETAL Uplift '.. 02-3gQ3,As 3116 , ba- . •. •. •. ••• 6/10/02, 7/26/02, 2/8/04 HETAL F1 US • D793 b - • • 3/17/94 Page 5 of 13 • • • •• • • ••• ••• • • • • •• • •• • • • • • •• • •• • • • ••• • •• • • • • • • •• • • • • •• •• ••• ••• ••• • • • • •. • • • • • • • • ••• • • •• • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • Simpson Strong -Tie 45 of 54 Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable Toads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES •• • • • • • • • • • • • • • • . • • • • • • • Florida Building Codes 8uikiite2007 EdiGob .. • Section 104.11 Alternate Materials and Methods Page 6 of 13 Chapter 1714.2 Chapter 21.•• •i• Chapter 22 •; ; • Chapter 23• • • • ••• • • • ••• Load Test Procedure Specified S14asek vn ry . . • Ye'8od • • • to • • • • • • • Y • • • • • • • • • • • • • • • • • • • • •• • • • •• •• • • ••• • • Simpson Strong -Tie 46 of 54 Florida Building Code, R101.2.1 R4407 R4408 R4409 Residential 2007 Edition Scope HVHZ Masonry HVHZ Steel HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Madel No. Ga Length (in.) Fasteners Allowable Uplift Loads (160)° Truss/Rafter CMU (Titen) Concrete (Tit re Southern Pine/Douglas Fir- i Larch 1 Spruce-Pine-Fir MTSM16 16 16 7-10d 4-1/4X2% 4'/4X13/. 875 755 MTSM20 16 20 7-10d 4-%x2% 4-1/4x1% 875 755 HTSM16 14 16 8-10d 4-%x21/4 4'1/4X1% 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4'/4X13/+ 1175 1010 HM92 18 - 4-SDS%X1'/ 5-1/4X21/4 5-1/4x1% 805 690 HGAM103'6 14 - 4-SDS%X1% 4-%x2% 4-%x21/4 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/2' must be used when framing anchors are installed on each side of the joist or truss. Moisture barrier not shown 41111 ••• • • • • • •• • • • • Figure 1 . • 6 • • • • Ag.re:2 • Typical MTSMM/HTSM Application • 116 TypicaliiM� Instaflation Page 7 of 13 • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • ••• • ••• • ••• ••• • • • • • • • •• •• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Figure 3 Typical HGAM10 Installation Simpson Strong -Tie 47 of 54 1 TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Ply So. Pine Truss F1 (pwatlel b "10 F2 . to wall) Fasteners Load Fasteners Load META12 18 8 7-10dx1Y2 1450 6-16d 1450 340 725 META14 10 7-10dx1% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dx1% 1450 6-16d 1450 340 725 META20 16 6-10dx1Y2 1270 5-16d 1245 340 725 7-10dx1 % 1450 6-16d 1450 340 725 META22 18 7-10dx1 % 1450 6-16d 1450 340 725 META24 20 7-10dx1V2 1450 6-16d 1450 340 725 META40 36 7-10dx1 % 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1% 1520 7-16d 1780 340 725 HETA16 12 9-10dx11, 1810 8-16d 1810 340 725 HETA20 16 8-10dx1 Yz 1735 7-16d 1780 340 725 9-10dx1 % 1810 8-16d 1810 340 725 HETA24 20 9-10dx1 % 1810 8-16d 1810 340 725 HETA40 36 9-10dx1% 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dx1'% 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1Y: 2235 9-16d 2235 3406 815 HHETA20 16 9-10dx1 % 2010 8-16d 2080 3406 815 10-10dx1 % 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1% 2235 9-16d 2235 3406 815 HETAL12 16 7 10-10dx1Y 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1Ys 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1% 1810 13-16d 1810 415 1100 LTA1 18 31/6 12-10dx1% 1420 12-10dx1Y2 1420 485 1425 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1%" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. •• ••• • • • • • •• • • • • or ..-;f ••• •• Y • • •• ft 1/ieEstUre barrier not shown Typical META Installed with TSS • Figure 4 META/HETA/HHETA Typical Installation Paa - .'t'"'•• • • ••• •• • • • • • •• • • • • • • ••• • • • Figure 5 LTA1 Typical Installation ••• • • • • ••• • • o • • • • • • • • • • ••., 0 • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Simpson Strong -Tie 48 of 54 • TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Qty. Application Uplift Loads Lateral Loads5 1 Ply Southern Pine Truss 2 or 3.PIy Southern Pine Truss F1 (parallel to wall) F2 (perpen. to wall) Fasteners Load Fasteners Load DETAL20 1 CMU 18-10dx1% 2480 20006 1370 Concrete 18-10dx 1% 2480 - - 2000 1505 META 2 CMU Concrete 10-10dx l % 1985 14-16d 1900 1210 1160 10-10dx1% 1985 14-16d 2565 1210 1160 HETA 2 CMU Concrete 10-10dx1% 2035 12-16d 2500 1225 1520 10-10dx1% 2035 12-16d 2700 1225 1520 HHETA 2 CMU Concrete 10-10dx1% 2035 12-16d 2500 1225 1520 10-10dx 1% 2035 14-16d 3350 1225 1520 Notes: 1. Loads 'nclude a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum Yc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F1 direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32" in the F1 direction. Page 9 of 13 Typical installation with two METAs Figure 6 DETAL and Double META/HETA/HHETA Application .• •.• • • • • . .. • • • • • • • • •• •.• .• • • • .• • •.• .. .•. •.• • • • . • • • • • • • . • • • . . • • • . • • • . . • • .• • • • •. •• • 4100 • • . • .. • • • •• • • • • • • • • • ... • . • • • . • • • • • • • • .. •• • . • .• .. •.. . • • 800 • • Simpson Strong -Tie 49 of 54 0 TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga. Dimensions (inches) Simpson Strong -Tie Titen Screws DF/SP (160) SPF (160) W L CMU Concrete Nails Load Nails Load MSTAM24 18 1' 24 5-1/4x2% 5-%x1% 8-10d 1500 9-10d 1500 MSTAM36 16 1' 36 8-1/4x2% 8-%x1% 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-1/4x2% 14-%X13/. 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 59' 14-1/4x2% 14-1/4X13/4 26-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/2" for Titen Masonry Screws. 3. Minimum fm = 1500 psi and minimum f', = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. Page 10 of 13 Typical MSTAM36 Installation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation •• •.• • • • • • •• • • • • •• ••• • • • .•• • • ••• •.• • • • . • • • • • • •• • . . • . • • • • • • • • • . . • • . • • • • • .•. • ••• • • • 000 • • • • . • . . • •• • . •• • • • • . • *0* • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Typical MSTCM60 Installation Simpson Strong -Tie 50 of 54 TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Model No. Qty. Fasteners Allowable Uplift Load (160) To Block and Concrete Walt To Truss FGTR 1 2-Titen HD %x5" 18-SDS1/4x3 50006 2 4-Titen HD 1/x5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD 1/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD 1/2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD 1/2x5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. FGTRHL FGTR TRUSS SHOULD BE SET BACK Ye FGTRE Page 11 of 13 • • • ••• •• • • • •• •.• • • ••• ••• • . . • . • . •• • . • • • FGTRHL TOPY EW . • • • . • • • • • figure 8 • FOTR/FOTRE/F6TRHL/FGRHR Typical Installation • •• • • • • • • • • • • • • •• • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Simpson Strong -Tie 51 of 54 TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model Na Ga Dimensions (in) Fasteners Allowable Loads (lbs) W H B CMU/Concrete Joist Uplift Download (DF/SPILVUPSL!LSL) Titen HD SDS Screws (/160) CMU Concrete (100/115/125) DOUBLE 2x SIZES LGUM 26-2 12 3'/16 5 4 4 - %" x 4" 4 - %"x2%2" 1430 5595 LGUM 28-2 12 3'/16 7 4 6 - %" x 4" 6 - %"x2%2' 2435 8250 LGUM 210-2 12 3'/16 9 4 8 - %" x 4" 8 - %"x2%" 3575 9575 TRIPLE 2x SIZES LGUM26-3 12 5% 5% 4 4-Wx4" 4-%"x2/2" 1430 5610 LGUM 28-3 12 5 /9 7 % 4 6 - %" x 4" 6 - % x2%" 2435 8290 LGUM210-3 12 5% 9/• 4 8-%"x4" 8-Wx2%" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 11/16 5 5/16 4 4 - %" x 4" 4 - %"x2%2" 1430 5625 LGUM 28-4 12 6 11/16 7 5/16 4 6 - %" x 4" 6 - Wx2%" 2435 8335 LGUM 210-4 12 6 11/16 9 5/16 4 8 - %" x 4" 8 - Wx2%" 3575 9860 4x SIZES LGUM46 12 3% 4% 4 4-%"x4" 4-'/4"x2%" 1430 5600 LGUM48 12 3% 6% 4 6-'/e°.x4" 6-%"x2%" 2435 8260 LGUM 410 12 3 % 8% 4 8 - %" x 4" 8 -'Wx2% 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAVY DUTY) HGUM5.25 7 5 %4 11 to 30 5 /4 8 - %" x 5" 24 - %"x2%" 10085 14965 16015 HGUM5.50 7 5 % 5 /4 8 - %" x 5" 24 - %;"x2%" 10125 14940 16015 HGUM7.00 7 7 5'/4 8 - %" x 5" 24 - %"x2%" 10375 14770 16015 HGUM7.25 7 7 % 5 % 8 - %" x 5" 24 - Wx2%" 10415 14740 16015 HGUM9.00 7 9 5 % 8 - %" x 5" 24 - %;"x2%" 10705 14545 16015 Notes: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm = 1500 psi and fc = 2500 psi. Page 12 of 13 HGUM Typical LGUM. aasiIat(pa • • 090 • • • • • • • • • Figute 9• • ida•LGUM/H MTYeioel nstatri! • • ••• •• • •• ••• • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • 010 • • • • • • • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • ••• • • Typical HGUM Iastaila6oa Simpson Strong -Tie 52 of 54 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. Page 13 of 13 •• ••• • • • • • •• • • • • • • • •• • • ••• •• • • • •• • ••• • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • ••• • •• • • • • • • • • •• • ••• • • • ••• • • • • • ••. • • • • • • • • • • • . • •• •• ••• • • Simpson Strong -Tie 53 of 54 STRUCTURES INTERNATIONAL, INC. CONSULTING STRUCTURAL ENGINEERS PROJECT: C.AS rpp POSIDSchiCer SUBJECT: C IRCOLAcl4 klatocroRe D't Lacrial4 PROJECT No. 15.110. PAGE No. 1 of 1 CALC. BY: �.-� FL CALC. DATE: CHK. BY: CHK. DATE: '• •••.1•_•i• lo I 1 •••• •... _•.—.•.•.� l S1 ' • • • F • • • • • • • • • ••;. P • : • 1 .._•_• • site!_. .;._.. • `- • ___., _..••14 •.... •; • i • • i • • • ••' ••• • • • • ••• • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • •• •• • 1 • •• •• ••• • • • 000 • • 54 of 54 • •• ••• • . Subsoil Investigation Report Fl ENGINEERING prepared his: ederal & TESTING INC. www.fed-eng.com Client: R -Method, Inc. Contact: Ruben Jimenez Address: 7950 NW 53rd Street, #337 Miami, FL 33166 Project: Proposed 2 Story Addition Address: 9701 Biscayne Blvd. Miami Shores, FL 33138 Date: Wednesday, October 23, 2013 • . . • • • • . • • •• ••• •• • ••• • • • • • • • • •• • • • • • • •• • •• • • • ••• • ••• • • •. • • ••• • • • • •• • ••• • •• •• •••• •• • . • • •• • • • • • • • • • • • • • • • • • eOteechniear f 1Vlelerialg:Testing 1 Inspections 1 Environmental ENGINEERING Fl ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Table of Contents Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-enq.com Client Information pg. 1 Project Information pg. 1 General Soil Descriptions pg. 1 Foundation Recommendations pg. 2 Soil Parameters pg. 3 Excavations pg. 3 Settlement pg. 4 Grading pg. 4 Appendices Soil Boring Log(s) Laboratory Test(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information pg. 5 Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a fmal certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you chose to use another Engineering Firm, you must verify they will provide you with theproJer certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verifie0 all work as:rocamtndx tl'in our report. • • • •• ••• •• • • • •• • ••• • • • • • • • ••• ••• • • • ••• •• • •• •• • • • • • • ••. ••• • ••• • •. • •. Construction Material Engineering Council • • • • • • • • • • • • • • • ••• • • • • • • • . American Conga :' '; •. • • • • Mienu bade Institute •Couhty •M CCUNTY Florida Department of Transportation ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Thursday, October 24, 2013 Job Order Number 13-2870 R -Method, Inc. 7950 NW 53rd Street, #337 Miami, FL 33166 Attn.: Ruben Jimenez RE: Subsoil Investigation Proposed 2 Story Addition 9701 Biscayne Blvd. Miami Shores, FL 33138 Dear Sirs: Pursuant to your request, Federal Engineering & Testing Inc. has completed a subsoil investigation on 10/22/13 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of twenty-five feet (25) and one (1) DCP boring was performed according to ASTM D-6951drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: To Depth From Description of soils 0" 2' Topsoil and Vegetation 2' 18' Pale Brown Sand with Rock 18' 25' Pale Brown Sand Groundwater table elevation was measured immediately at /In cpmpletjon of each boring and was found at an average depth of five (5) feet below existing ground surface.. Fluctuation:•n:w it4r revel should be anticipated due to seasonal variations and run off as well as varying ground elavaiicus,,cdiyantctio* ctev' ring and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions• and should be Ya1erl,ipto consideration in the design of the project. The contractor shall make sure that grount1j atet leyelkgn gdia ientiproperties are not affected by the contractors dewatering activities. Specialty groundwater contiaclors:shall be:coiistilted fOr aj •work below the groundwater level. ••• • • • • ••• . . • • •• •• •• • • • •• •••. • • • • • • ••'•• • • •• • • • ••• • •• .• Wednesday, October 23, 2013 9701 Biscayne Blvd. Miami Shores, FL 33138 Page 2 ENGINEERING The boring log(s) attached present a detailed description of the soils encountered at each location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design: 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2) Saturate and compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95% of the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW -GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. .. •.. . . . • • •• • 7) Fill Material below the water table shall be w lell• frgt 3irhx;ing. gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table ufl;ess•dewaierang is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U•S•Stildard Np. 200 sieve.(0.0'15mm). •• • • .. •• •• •• •• • . •. •• ... .• ...• .• .• . • • • • •• • • • . • • • • • •• • • •• • ••• • • • • •• • •• •• • • . • •••• •• • • • • • •• • ••• • • • •• ••• • Wednesday, October 23, 2013 9701 Biscayne Blvd. Miami Shores, FL 33138 Page 3 ENGINEERING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. 10) All of the above Geotechnical work shall be performed under the supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building pad certification requires satisfactory completion and verification of all the above foundation recommendations. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist 110 pcf • Soil unit weight buoyant 60 pcf • Angle of internal friction 30° • Active Earth pressure coefficient (Ka) 0.33 • Passive Earth pressure coefficient (Kp) - 3.0 • Angle of wall friction for steel piles - 30° • Angle of wall friction for concrete / brick walls - 20° • Angle of wall friction for uncoated steel 15° Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspecterIV t '17artda Perisgd professional engineer. • • .• • . • • • • •• • .. •.. •• • • • •• ••• •.. •.• • • . .• . .• • . • • • • •• • • •• • • • • • • • •. • •• • •• • • •• •• ••• •• • ••• • • • • • •• • • • • • • • • • • • •• •• •• • • •• • • •• •••• •• •• •• • • • •• • •• • • • •• • • •••• •• • • •• •• ••• •• ••• • • • •• ••• • • Wednesday, October 23, 2013 9701 Biscayne Blvd. Miami Shores, FL 33138 Page 4 ENGINEERING Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was provided at the time the soil borings were performed. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase 11 Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Sincerely, Keith LeBlanc, P.E. -, ,/y 3 �p Federal Engineering & Testing, Inc. Florida Reg. No. 59394.,N Certificate of Authorization # 5471 ..•.•.. • • . . • • • . . •. .. •.. .. • • • •. • ••• • • .•. •.. •• • • • •• • •• • • • •• • • • •• •• • • •• • • • • • • ••• • • • •• •• •1• • ••• • • • ••• • • • • ••• • • • • •• • • • • • • • •• • •• • • • . • •• . •• • • • • • •. •• • • • •• •• ..• • • • •• ••• • • Wednesday, October 23, 2013 9701 Biscayne Blvd. Miami Shores, FL 33138 Page 5 • Appendices .• ... . . . • • •• • • • • • • • • •• ••• •• • • • •• •••• • • ••• ••• •• • •••. •• • .. •• •• .. • • •• • • • • . • •• • • • •• •• .•• • ••• • • • .•• • • . • •• • • • • • ••• • •.• • • •••• • • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • ENGINEERING ENGINEERING F'' ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 SPT Test Boring Report Client: R -Method, Inc. Project: Proposed 2 Story Addition Address: 9701 Biscayne Blvd. Miami Shores, FL 33138 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Date of Test: October 22, 2013 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 1' Topsoil and Vegetation 3 4 9 2 5 7 3 9 8 16 4 8 11 5 11 12 22 6 10 9 7 9 9 18 8 9 10 9 11 10 21 10 2' - 18' Pale Brown Sand with Rock 11 12 11 A A 12 A A A 13 A A A 14 A A 15 11 13 26 16 13 13 17 A A A 18 A A 19 A A _ A 20 A A 21 15 14 29 22 18' - 25' Pale Brown Sand 15 17 23 A A— A 24 A A 25 A A 26 27 28 .. ... . • • • •. .• 29 30 '. • Water Level: 5'5" A = Auger • .•• • • • • • • • • • • • •• • • •• • • •• • • - Below.Land surface,.: •.' • Kew LeBlanc, P.E. /04.3/7 Federal Engineering & Testing, Ific. 1 - • •• •• • • • • •. a • Florida Reg. No. 59394 • •• • • • • - • • • • • • •• • • • • • tirtificate of Authorization# 5471 • •• •• • • . •• •• ••• • • • ••• • • ENGINEERING F' ederal 8 TESTING INC. 250 SW 13th Ave Pom ano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed -en . .com Test Boring Report Client: R -Method, Inc. Project: Proposed 2 Story Addition Address: 9701 Biscayne Blvd. Miami Shores, FL 33138 Date of Test: October 22, 2013 Hole No.: B-2 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 1' Topsoil and Vegetation 3 3 2 4 6 7 3 8 9 19 4 10 10 5 11 10 22 6 12 14 7 13 12 24 8 12 12 9 1' - 15' Pale Brown Sand with Rock 9 9 18 10 9 10 11 11 13 26 12 13 12 13 14 10 20 14 10 11 15 12 14 16 17 18 19 20 21 22 23 24 25 26 27 .. ... . . . . .. 28• • . . 29 • .. .•• •• • . . .. 30 - Water Level: ... . . ... ••• • . .• • • .• . . • . . . .. . .• .. . . . . . . .. . . . •. .• •.. ••• ...• • . . 5'3" A = Auger Below Land Surface •.. . . . . ... . . • . . . . • . . • . . .•. . • • • . . . . . • . . • • ••• •• • • • .• •. • • ••• • • Keith LeBlanc, P.E. r4.1X J Federal Engineering & Testing, Inc. Florida Reg, No. 59394 Certificate of Authorization #t 5471 '•4 NE^10-' Sk rV. Site Loc'ation4 �►t►t ©' - NE-9ath St 4.14 it a E 9691 -St .6r se P Sto<e'a^d-3 vd t NE 92nd -St NE -91st- err•ac • VI •• ••• • • • • • •• . •• • • • • • • • • • • • • • • • • •S1te•Lotattoh Map • ••• • . ••• •••• • •• • • • • • Federal Engineering & Teftin .Inc••?5(T siv•13tL4VvPompano Beach, FL 33069 (954) 784-2941 Client: R -Method, Inc. Test: Subsoil Investigation ••• • • • • •• • • •• :Prat ect Address: 9701 Biscayne Blvd. • • •• Miami Shores,FL 33138 (site map is not to scale) .. .. .. .. ••• •• • • ••• • • Project: Proposed 2 Story Addition 1 ENGINEERING BISCAYNE BOULEVARD •• ••• • • • • • •• • • • • • • • • • Soirl3oriingZo'cdtidn Map .•• • • ••• ••• • • • • ••• •••• • • • • Federal Engineering & T eel:n d1lcSry 13t/ 4 i2 •Pompano Beach, FL 33069 (954) 784-2941 Client: R -Method, Inc. Test: Subsoil Investigation (site map is not to scale) ••• • • • • ••• • Project: Proposed 2 Story Addition • • •• rroject 4ddress: 9701 Biscayne Blvd. • • • • • • • • •• . Miami Shores, FL 33138 • •• •• • . • . ••• •••• ••• •• J Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-6 0-10 0-2 0-4 Very Soft Very Loose 11-25 5-10 Loose 26 - 45 11 - 20 Firm 45 - 75 21 - 30 Very Firm 76 -120 31 - 50 Dense > 120 > 50 Very Dense Silts & Clay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density Rock core crumbles when handled 0-6 2 - 5 % 0-2 Moderately Hard Very Soft 7 - 15 3 - 5 Soft 16-30 6-10 Firm 31 - 45 11 - 15 Stiff 46 - 90 16 - 30 Very Stiff 91-150 31-50 Hard Sand Quantity Modifiers Rock Hardness Description Soft 0 - 2 % Rock core crumbles when handled Medium 2 - 5 % Can break core with your hands Moderately Hard 5-10% Thin edges of rock core can be broken with fingers Hard 10 - 15 % Thin edges of rock core cannot be broken with fingers Very Hard 15-16 1/0"E Rock core rings when struck with a hammer Sand Quantity Modifiers Particle Size Very Slight Trace 0 - 2 % Slightly Silty /Clayey Slight Trace 2 - 5 % . Trace 5-10% 5 - 30 % Little Trace 10 - 15 % 0.074 mm - 4.76 mm Some 15-16 1/0"E ;,• With > 30% _•: < 0.005 mm Silt - Clay Quantity M4di'fiei Particle Size : • Slightly Silty /Clayey 0 %: • . .: Silty / Clayey 5 - 30 % Sand 0.074 mm - 4.76 mm Very Silty / Clayey 30 - N % 0.005 mm - 0.074 mm • Way • • • • • • ... ... • • • • • • • . • . •. •. •.. .. . • • • • • • • • • •• •••• •• •• •• • •• • • •• • •• • . • . • .. .. • • • .. .. ... • • • 000 • • ENGINEERING Particle Size Boulder > 12 in Cobble 3 - 12 in Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm D : : •'gilt - 0.005 mm - 0.074 mm •: Way < 0.005 mm ... ... • • • • • • • . • . •. •. •.. .. . • • • • • • • • • •• •••• •• •• •• • •• • • •• • •• • . • . • .. .. • • • .. .. ... • • • 000 • • ENGINEERING ENGINEERING Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140 -pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey of Broward County. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. •. ••• • • • • • •• •• • • • • • • • •• ••• •• • • • •• • ••• • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T. pursuant to This agr.enient and/or Addendum(s) thereto, shall remain the property of •F•E.T. +titil•a•It monies due and owing to F.E.T. under this Agreement and/•reXdaienlum($ thereto, are paid in full. • ••• Analysis and Recommendation.: • •• • • • The Geotechnical report is prepared primarily to aid in the detign of sitt won and structural foundations. Although the information in the reports expe&tt8 to be sufficient for these purposes, it is not intended to determine the cost of ENGINEERING Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or • • otherwise, for any inaccuracy, defect, or omission in interpreting this report • • • • • • • Land' pall not in any event have any liability for lost profits or any other ▪ :Mire, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for • trestItation fees will be billed on an hourly rate, i.e. deposition, expert • v tness: etc. F.E.T. has no obligation to amend its conclusions or r bmnrlldations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. ••• • • • • • • • • • • • • • •• •• • • • • • • • • • construction or to stand alone as construction specifications. • • • • • • • • • • • • • • • ••• • Y • • • • • •• • • • • • ••• • • • Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Jose G. Castro to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 9701 Biscayne Blvd project on the below listed structure as of 12-01-15 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: RC -15-1024 X Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other • •. . .. . .. • • . • • .. . • • .... . . • .... ..• .. .. • . . • .. • . . . • • • Note: Only the marked boxes apply. :.. . : ,y Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Jose G. Castro to perform special inspector services under the Florida Building Code 5" Edition (2014) and Miami Dade County Administrative Code at the 9701 Biscayne Blvd project on the below listed structure as of 12-01-15 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number. RC -15-1024 _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 50 Edition (2014) _ Miami Dade County Administrative Code, Article 11 Section 8-22 Special Inspector for •• • • _ Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted X Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspect�i/on* -// T 1. /' dAtot 56,4'4 2. $ Cm �l sarL kok.l ft� 3. St rad., keys. 4. (4 01 *A c ft..d *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. .... . . •••• . • ..• .. •. . • . • . • . • .• • • • .• • • • . . • .. ..•. • • •• .• • • • . • • .. • . • .•. • . . .. . I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, 1 will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. 1 EEng i//neerArohitect /�C I tt L.c in Print 230 Sit, i% Avent& Do tMw.t o (f eOc . t FL 3.1067 Signed and Sealgd' bate: - Name Address STRUCTURES INTERNATIONAL, INC. Consulting Structural Engineers •••• • • •• • • • • • • •••• •••• • • • • • • •••• •• •• September 29, 2016 Miami Shores Village — Building Department 10050 NE 2 Ave Miami Shores Village, FL 33138 Reference: Castro Residence 9701 Biscayne Blvd Miami Shores, FL 33138 Dear Building Official: • • •• •• • • • This office has conducted a site inspection on this date, September 29, 2016. • • •••• • • • • • • • •••• • •• ••• I Monzer I. Faramawi hereby attest that to the best of my knowledge, belief and professional judgement, that the plans dated 09/13/16 represent the as -built condition of the structural and envelop component of said structure. This document is being prepared in accordance with the Florida Building Code and is being submitted to the City of Miami Shores Village Building Department at the time of the final inspection for the above referenced structure. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, `,,1111th, .%" - B l FAR '', Strucres In57t- . : * 4. f43i.i 7501 Wiles Road, Suite 106-B, Coral Springs, FL 33067 CA# 9446 Phone: (954) 227-1512 Fax: (954) 227-6633 • • • • Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 CEIVED JUN 2 0 2016 FBC 2010 BUILDING Master Permit No. RC -15-1024 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC C ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ['PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS n CHANGE OF ❑ CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9701 BISCAYNE BLVD City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-3206-014-3320 Is the Building Historically Designated: Yes NO X Occupancy Type: R-3 Load: Construction Type: V Flood Zone: X BFE: FFE: OWNER: Name (Fee Simple Titleholder): JOSE G. CASTRO & MARIA G. ALE Address: 9701 BISCAYNE BLVD Phone#: 305-582-2836 City: MIAMI SHORES State: FL Tenant/Lessee Name: NIA Email: info@r-method.net Phone#: Zip: 33138 CONTRACTOR: Company Name: R -METHOD CONSTRUCTION, INC. Address: 2541 SW 119TH TERRACE Phone#: 305-914-5355 City: MIRAMAR State: FL Qualifier Name: LORENA TELLO zip: 33025 Phone#: 305-798-7620 State Certification or Registration #: CGC 1519419 Certificate of Competency #: DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ, ARCHITECT Phone#: 305-582-2836 Address: 300 OAKWOOD LANE SUITE 100 City: HOLLYWOOD State: FL zip: 33020 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Addition ❑ Alteration Description of Work: Shop drawings for Trusses ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ q Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $(2.. 0 -W t. 2.6 1C Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bending Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is iss . In t ,'bsence 1. such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature dr WNER or AGENT) The foregoing instrument was acknowledged before me this The foregoin i strumen as ackno ledged before me this 240 day of Cy , 20 I (.0, by day of �(, , 20 t , by )dSe CAS -tie -e) , who is personally known to l_arenCL'(— ((O . , who is personally known to Signature me or who has produced as me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign. Print: Seal: RAHEMA 0. GOLDING A!1, COMMISSION N FF 203174 t.XPIRES June 21, 2019 6o 'i Toru Nome/ P+rbric Underwriters **************** APPROVED BY (Revised02/24/2014) ,..,,,+.....,.,n ********************** identification and who did take an oath. NOTARY PUBLIC: as RAHEMA 0. 1 C• MISSION N FF 203174 EXPIRES; June 21, 2019 Ronded Thru Notary Pubic Underwriters ***************************************************** Plans Examiner Zoning Structural Review Clerk Co(c4 Miami Shores Village <0`°, Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION 0BUILDING ❑ ELECTRIC OOFING PLUMBING ❑ MECHANICAL 0 PUBLIC WORKS JOB ADDRESS: 9701 BISCAYNE BLVD City: RECE1NTR0 MAY SI2l16 BY: FBC 2010 Master Permit No. RC -15-1024 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR ❑ RENEWAL Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-3206-014-3320 Is the Building Historically Designated: Yes Occupancy Type: R-3 Load: Construction Type: V Flood Zone: X OWNER: Name (Fee Simple Titleholder): JOSE G. CASTRO & MARIA G. ALE Address: 9701 BISCAYNE BLVD NO X BFE: FFE: Phone#: 305-582-2836 City: MIAMI SHORES State: FL Tenant/Lessee Name: N/A Email: info@r-method.net Phone#: Zip: 33138 CONTRACTOR: Company Name: by L / ( 1 -0/3 Address: (') itto P l� Phone#: 7,1 Sob -q-SJ City: h&A-7,-yob. 1y State: �1 Qualifier Name7bAa.A tom. �%� �'t/l A Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ, ARCHITECT phone#: 305-582-2836 Zip: 3-3o Address:300-OAKWOOD LANE SUITE 100 City: HOLLYWOODState: FL Zip: 33020 Value of Work for this Permit: $ t1 • A11�it�sP;tft�Ie. Type of,Wcirk:,, EI!Addition ❑ Alteration -Description`of .\„3 (r-) Square/Linear Footage of Work: T New • Z RRpair/Replace ❑ Demolition •rW Q2. A Pt.;: J' 4,• • t, ti Specify.color,of color thru tile: ,dd•fJrtf,it, f.,• ;. Submittal Fee $ Scanning Fee $ a7 Cr: ut u. ' .a) :5: 1+ J Permit Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ 12.0 -CAM -• (Revised02/24/2014) CCF $ - _. DBPR $ r*t' C CI $ rvsryN "fr Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ pq l • 00 Bonding Com` pan'g's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment., Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection -which occurs -seven (7) days -after -the building per 't -s issued. In thea 1 .2k of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature \--•1 OWNER or.AG jT The foregoing instrument was acknowledged before me this s day of I'fl1 , 20, by /��' . -OSe Ca:Si—co , who is perso own to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: �.�"9P"B4 NATHALIE CEPERO ' 1. �; Notary Public - State of Florida Seal: ; •__ My Comm. Expires Dec 19, 2018 Commission # FF 152882 114•9�Bonfed Through National Notary Assn, Signature 1 CONTRACTO The foreginstrument was acknowledged before me this day of 1,-1'1 4 , 20 1 , by "D'ANtI(—L CO N2Cc, w o isrsonally k ,r me or who has produced as identification and who did take an oath. NOTARY PUBLIC: 0%111I11111% ,boy• Mare,�sr4� Seal: ,($>•• mantas //doll 11 IOv o, \\\\\\\ .***:*''sr�**************��.******•�.*�*+e*s�.*s*r#****�*:***�*s******�****��****�***s***::**�x.ss***r*s*****sus APPROVED BY F (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 9701 BISCAYNE BLVD FBC 2010 Master Permit No. RC -15-1024 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION Q SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-3206-014-3320 Occupancy Type: R-3 Load: Is the Building Historically Designated: Yes NO X Construction Type: V Flood Zone: X BFE: FFE: OWNER: Name (Fee Simple Titleholder): JOSE G. CASTRO & MARIA G. ALE Address: 9701 BISCAYNE BLVD Phone#: 305-582-2836 City: MIAMI SHORES State: FL Tenant/Lessee Name: N/A Email: info@r-method.net Phone#: Zip: 33138 CONTRACTOR: Company Name: R -METHOD CONSTRUCTION, INC. Address: 2541 SW 119TH TERRACE Phone#: 305-914-5355 City: MIRAMAR State: FL Qualifier Name: LORENA TELLO State Certification or Registration #: CGC 1519419 zip: 33025 Phone#: 305-798-7620 Certificate of Competency #: DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ, ARCHITECT Phone#: 305-582-2836 Address: 300 OAKWOOD LANE SUITE 100 City: HOLLYWOOD State: FL Zip: 33020 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: El Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Shop drawings - 2nd Floor trusses ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ DBPR $ (Revised02/24/2014) CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. JSignature t% AGENT,or The foregoing instru nt was acknowledged before me this The foregoin stru day of 20 , by `D day of C&S Yt , who is personally known to Signature me or who has produced identification and who did take an oath. NOTARY PUBLIC: diringaj° Sig Print: Seal: as APPROVED BY (Revised02/24/2014) �t;�:y1 •ht ,PT. •, Coal j�. i ,•4 MY COMMISSION 1 FF 203174 EXPIRES: June 21, 2019 ii(Y s0 Bonded Thru Notary Public Underwriters CONTRA t was ack wledged before me this 20, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: Plans Examiner -14,4 115 P • .. RAHEMA O. GOLDING !i _ = MY COMMISSION 1 FF 203174 EXPIRES: June 21, 2019 Bonded Thru Notary Public Underwriters Zoning Structural Review Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION El BUILDING ❑ ELECTRIC ❑ ROOFING ['PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 9701 BISCAYNE BLVD FBC 201 Master Permit No. RC -15-1024 Sub Permit No. O REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION Q SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-3206-014-3320 Occupancy Type: R-3 Load: Is the Building Historically Designated: Yes Construction Type: V Flood Zone: X BFE: OWNER: Name (Fee Simple Titleholder): JOSE G. CASTRO & MARIA G. ALE Address:9701 BISCAYNE BLVD NO X FFE: Phone#: 305-582-2836 City: MIAMI SHORESState: FL Tenant/Lessee Name: N/A Email: info@r-method.net Zip: 33138 Phone#: CONTRACTOR: Company Name: b' L PM( Oen S i. Phone#: 3I SOZ/ �30� Address: (34-10 k,.1 3$ e -- City: i{Ih1�"�►ti. Qualifier Name: '12)/.a.)vE'Z Cot /Ail, ��vu'► State Certification or Registration #: WLR (S 233 Certificate of Competency #: DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ, ARCHITECT Phone#: 305-582-2836 State: %_— Zip: 330 1 )— Phone#: 41/4" Address: 300 OAKWOOD LANE SUITE 100 City: HOLLYWOOD State: FL Zip: 33020 Value of Work for this Permit: $ Square/Linear Footage of Work: 955 ADDITION / 655 ALT. Type of Work: El Addition Q Alteration Description of Work: Shop drawings for Trusses ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Scanning Fee $ .� Technology Fee $ Training/Education Fee $ Structural Reviews $ (20 - C� Permit Fee $ Radon Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 2G,. W (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AG The foregoing instrument was acknowledged J day of Affyl 4 -co_ CoL14,9 , who is before me this 20 1(0 , by rs1:._0311y known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: .4/1 ` --- Print: Seal: NATHALIEiE€0 ,}bllc - S Stat%t*16i0Aa iExpirr:kes!O9(1( 40 ,,�t9... ********* ss jai*******"*5f4**s**FFiR CONTRACTOR The forego nstrument was acknowledged before me this -> day of i, who is per me or who has produced as identification and who did take an oath. NOTARY PUBLIC: 20 it , by nown to Sign: Print: Seal: *************** (Revised02/24/2014) Plans Examiner NATHALIE CEPERO t% Notary Public - State of Florida _ My Comm Expires Dec 19, 2018 ,:: Comm,s,,,,r. w FS 152862 s* **Ip*******1*"*Wen ************** Zoning Structural Review Clerk Royal Truss Site Et'= oration: Project CustomerDVG BUILDERS. Site Address:9701 BISCAYNE BLVD. MIAMI St: FL. Zip: General Truss Engineering Criteria & Design Loads (In Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 7.63 Jul 9 2015 Wind Code: Royal Truss Manufacturing 5075 NW 79th Ave. Doral, FL 33166 Tel: (305) 822-0020 Wind Speed: 1G�t— 102-ti Roof Load: psf Floor Load: 175 mph N/A This package includes 60 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. APPROVED BY DATE ZONING DEPT w■ 131 1 DEPT �, IN4w :u 1 6,( O COMP JW CE WIT/. / L :DERAL livid alp Truss' D esiarrDrawinS'Hnw Wind Speed: 1G�t— 102-ti Roof Load: psf Floor Load: 175 mph N/A This package includes 60 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 04/24/16 CJ5 A0032174 2 03/31/16 CJ6 A0032175 3 04/24/16 F6 A0032176 4 04/24/16 F7 . A0032177 5 04/05/16 FG1 A0032178 6 03/31/16 GR1 A0032179 7 03/31/16 GR2 A0032180 8 03/31/16 J1 A0032181 9 03/31/16 J1A A0032182 10 03/31/16 J1B A0032183 11 04/24/16 J1C A0032184 12 05/24/16 J3 A0032185 13 03/31/16 J3A A0032186 14 03/31/16 J3B A0032187 15 04/24/16 J3C A0032188 16 03/31/16 J5 A0032189 17 03/31/16 J5A A0032190 18 03/31/16 M1 A0032191 19 04/24/16_ __.. M10 A0032192 20 03/31/16 M11 A0032193 21 03/31/16 M12 A0032194 1. _ 2 03/31/16 M13 A0032195 23 03/31/16 M13B A0032196 No. Date Date Truss ID# Seal# 24 04/24/16 03/31/16 M19 A0032197 25 03/31/16 03/31/16 M2 A0032198 26 03/31/16 03/31/16 M3 A0032199 27 04/24/16 03/31/16 M4 A0032201 28_ 04/24/16 03/3'141% : M4-- A0032200 '29- 04/2.4/1d ' . M4A A0032202 30 04/24/16 • M5 A0032203 31 04/24/16 03/3171G• • M6-- A0032204 32 04/24/16 03/1%16 M7 A0032205 33 04/24/16 00/011.6. • M8 A0032206 34 04/24/16 03/3111 • • M9 A0032207 35 04/05/16 0'31/16: T1 A0032208 36 03/31/16 0J/3. !�6• T1A A0032209 37 04/24/16` '' " ; T2 A'0032210 38 04/05/16 - T2A A0032211 39 04/24/16 T2AA A0032212 40 04/24/16 T2B A0032213 41 04/24/16 T2C A0032214 42 _ ___04/24/16 T2D A0032215 43 04/24/16 T3 A0032216 44 04/24/16 T3A • A0032217 45 04/24/16 • T4 A0032218 46 03/31/16 'f5 A003221'9 T.4 -,le truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters \-‘ provided by Royal Truss Manufacturing, Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 No. Date Truss ID# Seal# 47 03/31/16 T5A A0032220 48 03/31/16 V10 A0032221 49 03/31/16 V10A A0032222 50 03/31/16 V408 A0032223 51 03/3'141% : V10; • • A0032224. • 52 03/31/16. • X712. • A0032a% • • 53 031,1816• • V20 • A0032226 54 03/3171G• • Vim • A0082227 55 03/1%16 V2( • A00322:3 • 56 00/011.6. • v1 • • : A0042•2!16 • 57 03/3111 • • V5 • A0032230 • 58 0'31/16: y7 • A00Vviii: 59 0J/3. !�6• 0032232 • 60 0 14 •: �A0082233 • `111111111111 0 MARTIN ''�., • ' F •J, -• NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 MAY 1 8 Z016 Engineers Name Date • Job Truss Truss Type Qty Ply A0032174 2-9-16 CJ5 ROOF TRUSS 2 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:01 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-lEb8vCEQA8UOLOGX Wba?pN2VetsY4I uyUy6 WKNzDLxy 2-10-5 3-11-5 5-7-11 2-10-5 1-1-0 1-8-6 3x4 II Scale = 1:11.0 3-5-11 3-5-11 3-11-5 0-5-10 Plate Offsets (X,Y)— [3:0-2-9,0-0-0] 0000 • • • • •••. • • • ..• • • ••• x.7,11 :I •••t43.6 • *LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.36 BC 0.35 WB 0.06 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 6-7 .>999 Vert(TL) 0.00 6-7 >999 Horz(TL) -0.05 3 n/a • 240'••• 180•• nlla••. • �• • • • . • PLATES •' GRIP • • • • • MT20 • 244/49C:• •' • • • • W•eiiht: 19 ib • FT = a9b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD • • • • • • • • ofieleoe Structural wood shedtlling directly•applied• r 5-7-4 oc • purlins. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=507/0-11-5 (min. 0-1-8), 6=-57/0-3-8 (min. 0-1-8), 3=-25/Mechanical Max Horz7=91(LC 5) Max Uplift7=-357(LC 4), 6=-66(LC 3), 3=-156(LC 5) Max Grav7=507(LC 1), 6=51(LC 4), 3=21(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-354/327 NOTES- - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 5-7-110;..( nmb r DCII =1 Rn piateAzipt DOL=1.60 • 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss Connections. 5) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. *8) Provide mechanical connection (by others) of truss to bearing plate capable of withst3n Ib uplift at joint 6 and 156 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exc 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fro`( LOAD CASE(S) Standard Continued on page 2 • C& 5ULTdM INFA. Ak/IML / 8TRd�1t4L plift at joint�3 249 a emu ign of thil220151P3941TENAGE Man, FLOODA 33155 TEL- (305)262..6115' FAX- (3A') 2152-204 B). MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032174 2-9-16 CJ5 ROOF TRUSS 2 1 • Job Reference (optional) !. .630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:01 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-I Eb8vCEQA8UOLOGXWba?pN2VetsY4luyUy5 WKNzDLxy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Trapezoidal Loads (plf) Vert: 1=-0(F=45, B=45) -to -3=-121(F=-16, B=-16), 3=-61(F=-16, B= -16) -to -4=-68(F=-19, B=-19), 1=-0(F=10, B=10) -to -5=-28(F=-4, B=-4) . • •• • • • • •••• • • • •• • • ••• • • • •• • • • •••• • • • • • • • •••• ••• •• • • • • •• • • • • • • • • • • • • • •• • • • • • • • • �• • • •••• • • • • • CONNLTIN3 96160, FA CML 16TL P.E. 22249 . C1 1700512 1220 511139th TERRACE MAI, FLDRIL)A 3353 TEL- (3E5)262 ki,225 FAX- (305)2b2-204 MAX 18 2016 Job Truss Truss Type Qty Ply A0032175 2-9-16 CJ6 ROOF TRUSS 3 1 Job Reference (optional) -3-4-5 3-4-5 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-mQ9W7XF2xRctyArj415EMaaXtHFgpkH6jcr4sgzDLxx :..,.. 4-0-11 7-0-14 4-0-11 3-0-3 3x4 I Scale = 1:20.2 _ Plate Offsets (X,Y)— [2:0-5-8,Ed gel, [4:0-2-9,0-0-0 00r2-77 4-0-11 4-0-11 • • •• • • • • •••• •• . • ••• •,.7.-0:14 '•.' •••34-3 • • •• • • •••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.91 BC 0.16 WB 0.05 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft -0.01 2-8 , >999 -0.02 2-8 >999 0.00 7 n/a Ude" 24t • 180• • rile. •• • • • • • • - ' PLATE'S " GRIP•••• MT2Q • 244/90• • • • f • • - Weight: 37•Ib LUMBER- -TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=621/0-11-5 (min. 0-1-8), 4=244/Mechanical, 7=110/Mechanical, Max Horz2=159(LC 5) Max Uplift2=-531(LC 4), 4=-334(LC 5), 7=-54(LC 5) Max Grav2=621(LC 1), 4=244(LC 1), 7=158(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-332/151, 3-12=-330/156 BOT CHORD 2-8=-244/297, 7-8=-244/297 WEBS 3-7=-310/254 • • - • • • ' FT=0•% •••••- • - Structural wood shea!h'ng directly addle pr 6-0-0 oc purlins. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 9=0/0-1-8 (min. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0pCf; BCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2)-3-4-10 to -0-4-10, Interior(1)-0-4-10 to 7-0-1 grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi h 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.. 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withsfan 334 Ib uplift at joint 4 and 54 Ib uplift -at joint 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an ysis'and aesign or rills (russ. 419) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 h=22ft; Cat. II' CMLritEkbil 1 P.E. 222 9 1220 SIII 39 h TE plift at rtt( 5) 262�.u2 V utCu 8Tw�1t�'AL C4 0005511 DACE MOILFLOWDA 3365 25' FAX- OM 261-2044 MAX 1 8 2018 Job Truss Truss Type Qty Ply A0032175 2-9-16 CJ6 ROOF TRUSS 3 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 2 I D:yR7aErAsOxAZuJ6S81 ewNUzVVOzo-mQ9VV7XF2xRctyArj415EMaaXtHFgpkH6jcr4sgzDLxx NOTES - 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-11=-90 Trapezoidal Loads (plf) Vert: 11=0(F=45, B=45) -to -4--153(F--31, B--31), 4--93(F=-31, B= -31) -to -5=-99(F=-35, B=-35), 2=-2(F=9, B=9) -to -6=-35(F=-8, B=-8) t. . t. • . • • . .. • • • • .... • ... . . . .• CT@G Briii1M PA CIVIL / 51159VIRAL PE 22249 . a CCM 1220 511139th TERRACE Mit FLORIDA 33155 TEL- (305120 025 FAX- (NW 267-264 MAX 1 8 2016 ^41. ".fob Truss Truss Type Qty Ply A0032176 2-9-16 F6 FLAT 1 1 ' Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 1, ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-mQ9W7XF2xRctyArj415EMaac1 HEIpkl6jcr4sgzDLxx 4-10-0 3x4 = 5 4-10-0 6 2 2x4 11 T1 4 2x4 11 B1 4-10-0 3x4 = •••• • • •• • • • •••• •• • • ••• • • • 4-10-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.58 BC 0.25 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) 1/defl - 0.03 3-4 >999 - 0.06 3-4 , >854 -0.00 3 n/a • • • • • 1 240•••• 1811'••• n19• • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=250/0-3-8 (min. 0-1-8), 3=250/0-3-8 (min. 0-1-8) Max Uplift4=-270(LC 4), 3=-270(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-4=-204/293, 23=-204/293 • • 1• Scale = 1:9.5. •• • • PLAZIS • : GRIFP • MT20• • :' 244/19C: • • • • • • • • Weight: 25 lb • • • • • FT = a%b • Structural wood sheathing directly applied or 4-10;(1p6i •; purlins, except end k?tica&. •• • • s• • • • • Rigid ceiling directly applied or 10-0-40•oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-8-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi Ci any 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 270 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard other live loads. up• Ira IVal ign of this man , FA. CIVIL /BTRsICi1PL PE 22249 Cit WOW '1220 55139th TERRACE (11011, f1Q IDA 3365 TEL- 005)20. 025. FAX- 00) 2b2-2t*1 MAX 1 8 Mb Job Truss Truss Type Qty Ply A0032177 2-9-16 F7 FLAT 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-mQ9 W7XF2xRctyArj415EMaac1 HEIpkl6jcr4sgzDLxx 4-10-0 3x4 = 1 5 4-10-0 6 2 2x4 II T1 4 2x4 II B1 4-10-0 3 3x4= •••• • • • • •••• •• • • •• •• ••• •• I• 4-10-0 • •• • Scale =1:9.S LOADING (psf) TCLL 30.0 TCDL 15.0 *BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL. 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.58 BC 0.25 WB 0.00 (Matrix) • • DEFL. in (loc) I/defl Lid • Vert(LL) -0.03 3-4 >999 240• • • Vert(TL) -0.06 3-4 >854 18t'•; • Horz(TL) 0.00 3 n/a nom• • • • 1 1 •• • . • PLATS. : GRIP• • MT20• • • • 244/1500 • • • • • • • • • • Weight: ?.5 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=250/0-3-8 (min. 0-1-8), 3=250/0-3-8 (min. 0-1-8) Max Uplift4=-270(LC 4), 3=-270(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-204/293, 2-3=-204/293 • • • • • Structural wood sheathing directly applied or 4-10:0•Q • • purlins, except end vttticat. ••••• • Rigid ceiling directly applied or 10-S.O•oc tacing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-8-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsttan 270 Ib uplift at joint 3. O . 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity'model was used in the ar LOAD CASE(S) Standard ign of this t ,()A jf FA CME. / 8T Xfl L • PE 12249 . CA MN 1220 511139th TERRACE HIklI, JIMA 3365 TEL- (305)262 ,i225 FAX- (355) 262-204 MAX 18 2018 -,41211 Job 2-9-16 Truss FG1 Truss Type ROOF TRUSS Qty 1 Ply 2 A0032178 Job Reference (optional) 1 4x6 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-mQ9W7XF2xRctyArj415EMaaegHAVpcf6jcr4sgzDLxx 5-0-4 9-9-0 5-0-4 4-8-12 2x4 II 2 4x6 = 3 11 W1 W2 W3 W4 W1 81 6 4x6 = 5-0-4 5 4x8 = 9-9-0 • • • • • •• • 5-0-4 Plate Offsets (X,Y)— [4:0-1-0,0-1-12 4-8-12 • •••• 4 4x5 = • ••• • • •••• • ••• •• -al Scale = 1:18.5 Camber= 1/8 in.440 • • 44 LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSL TC 0.46 BC 0.50 WB 0.54 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl -0.11 5-6 . >999 -0.21 5-6 >530 0.00 4 n/a • Ude •• 240• ; • 180• • n,ie. • • • • • • • 111 • • i • • • • • PLATt3•• GRIP* ••• MT2Q • 244h1814 • • • • • Weight: 1149 • Ib FT = 0°h • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 *Except' W1: 2x6 SYP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (lb/size) 6=2818/0-3-8 (min. 0-1-11), 4=2818/0-3-8 (min. 0-1-11) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-6=-1450/0, 1-2=-5791/0, 2-3=-5791/0, 3-4=-1529/0 5-6=0/973, 4-5=0/885 1-5=0/4949, 2-5=-400/0, 3-5=0/5057 • • • • • • • • Structural wood sheaihing directly wtflitl pr 4-8-12 oc purlins, except end verticals. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. *NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or ba CASE(S) section. Ply to ply connections have been provided to distribute only loads otherwise indicated. 3) Provide adequate drainage to prevent water ponding: 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent wi 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 t(13) tace in the LUAU h e loads. CML / 8T 114L ign of this trVA22249 11 kD % 1220 591.39th TERRACE t11.011, FLORIDA 3365 (305)267. 6225. FAX- (3051 262-2014 • MAX 18 ZO1 Job Truss Truss Type Qty Ply A0032178 2-9-16 FG1 ROOF TRUSS 1 2 Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-110, 4-6=-497(F=-322, B=-1 54) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:02 2016 Page 2 -44 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-mQ9 W7XF2xRctyArj415EMaaegHAV pcf6jcr4sgzDLxx W,•y •••• • • • • •••• • • • • •• • • ••• • • • • • •• • • • •••• • • • • • • • •••• •• •• • • •• •• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •••• • • • • • c7 it§:adC7. gOrkan CI SIl1.U* EOM, PA. CML / SINUCTIPAL P.. 22249 . 0005912 1220 511139th TERRACE HIM, FLORIDA 3355 TEL -(305)2624,225 FAX -(305)262-2014 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032179 2-9-16 GR1 HP 1 1 Job Reference (optional) _ 1. cn -2-4-8 2-4-8 3-3-3 5-0-0 3-3-3 1-8-13 3.00 riT 4x8 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:03 2016 Page 1 ID:yR7aErAsOxAZuJ6S8 ewNUzWOzo-EdiuKtGgilkjaKQveOcTuo7kagZUYBjFxFadPGzDLxw 9-1-0 110-9-13 I 14-1-0 I 16-5-8 I , 4-1-0 1-8-13 3-3-3 2-4-8 4x4 = Scale = 1:33.4 Camber = 1/16 in -0T2-7 5-1-12 41• 0-22-7 5-1-12 8-11-4 3-9-8 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [3:0-8-15,0-0-1], [4:0-5-8,0-2-0], [6:0-8-3,0-0-5], [7:0-5-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.78 BC 0.32 WB 0.04 (Matrix) 14-1-0 5-1-12 .... • • .••• • • • • • •• • • DEFL. in (loc) 1/deft Vert(LL) -0.06 9-11 .>999 Vert(TL) -0.14 9-11 >999 Horz(TL) 0.02 6 n/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=982/0-8-0 (min. 0-1-8), 6=982/0-8-0 (min. 0-1-8), 12=-0/0-1-8 (min. 0-1-8) Max Horz 3=18(LC 4) Max Uplift3=-641(LC 4), 6=-641(LC 5) Max Grav3=982(LC 1), 6=982(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1630/718, 4-5=-1497/703, 5-6=-1607/704 BOT CHORD 3-11=-572/1514, 10-11=-564/1520, 9-10=-564/1520, 6-9=-576/1492 NOTES - 1) Unbalanced roof live Toads have been considered for this design. t2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 16-5-1 DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 13. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withst 641 Ib uplift at joint 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an • • 240' • •}800•• n/a • • • . - •• • •• • • • • •••• • ••• • • • •• • • • • 4 • • • • • • •- •• • • Plaat• GM/ • • MT20 244't91 • • •• .• Vg2illt! 76 Ib • FT = Q% •••• • • • • • Structural wood sheathing direct!, •applfbd or 4-4-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8), 13=0/0-1-8 LOAD CASE(S) Standard g CML / 8T t1tR6L p.E.222458WM 1220 SAL 3911, TERRACE MAIL FLORIDA 3355 plift at Se t&IMO.t;215 FAX- (305)262-2014 loads. I� ar rQ design of nus ,fuss. MAX 18 2016 Job Truss Truss Type Qty Ply L. A0032180 2-9-16 GR2 ROOF TRUSS 1 1 Job Reference (optional) -2-4-8 2-4-8 3.00 12 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:03 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-EdiuKtGgilkjaKQveOcTuo7megTgY7BFxFadPGzDLxw 5-0-0 11-q 7-6-0 I 10-4-5 14-1-0 5-0-0 0-11-0 1-7-0 2-10-5 3-8-11 4x4 = 5x8 = 3 4 4x4 = 12 2x4 6 13 Scale = 1:28.a 140 Camber = 3/16 in ' 7 1. 4x10 5-0-0 5-0-0 11 10 3x4 = 3x4 = 9 14 8 5x6 = 3x4 = 4x10 11- 9-6-13 -11- 3-7-13 • • • • • •• • • •.•••• Plate Offsets (X,Y)-- [4:0-5-4,0-3-01, [7:0-3-8,0-2-3 •• • • • • •••• • ••• • • • 14-1.-o• • •••• 4-6-3 • • • • • 1 • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.68 WB 0.26 (Matrix) DEFL. in (loc) I/deft Vert(LL) 0.16 8-10 , >999 Vert(TL) -0.31 8-10 >527 Horz(TL) 0.05 7 n/a • •240' • •1•8,0.•• n/a• ; • • 11A120 • • • GRIP •• 24411•90• • • •• 1/Veight•1 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 REACTIONS. 41. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - ,,TOP CHORD BOT CHORD (Ib/size) 7=1172/0-3-8 (min. 0-1-8), 2=1474/0-8-0 (min. 0-1-12) Max Horz2=72(LC 4) Max Uplift7=-844(LC 5), 2=-1247(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-3312/2285, 3-4=-3197/2281, 4-5=-3758/2719, 5-12=-3438/2474, 6-12=-3463/2468, 6-13=-3615/2606, 7-13=-3683/2604 2-11=-2136/3138, 10-11=-2486/3621, 9-10=-1891/2748, 9-14=-1891/2748, 8-14=-1891/2748,7-8=-2465/3520 3-11=-339/554, 4-11=-807/814, 4-10=-265/215, 5-10=-855/1237 5-8=-491/779, 6-8=-268/287 •• • •••• • • Structural wood sheathing directly tppli!°d or 2-9-15 oc purlins. Rigid ceiling directly applied or 4-10-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-6-0, Ext Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 9 5) Plate(s) at joint(s) 3, 4, 5, 7, 2, 11, 10, 8 and 6 checked for a plus or minus 0 degree rot 6) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w1• .y WI IIve sf; h=22ft; WitrULTQ6 ENGI EE7 ,3, FA. 0 to 10-6-3; cML / maim P.E. 2224 . C! WW2 1220 511139th TDRACE MIAMI, FLORIDA 3355 its center (VW 262 025FAX- (3051262-2$1 Continued on page 2 MAX 1 8 2U16 Job Truss Truss Type Qty Ply A0032180 2-9-16 GR2 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:03 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-EdiuKtGgilkjaKOveOcTuo7megTgY7BFxFadPGzDLxw NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 Ib uplift at joint 7 and 1247 Ib uplift at joint 2. 9) Girder carries hip end with 5-0-0 end setback. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 Ib down and 262 Ib up at 9-1-0, and 321 Ib down and 262 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-143(F=-52), 4-5=-143(F=-53), 5-12=-143(F=-53), 7-12=-90, 2-11=-20, 11-14=-32(F=-12), 7-14=-20 Concentrated Loads (Ib) Vert: 11=-321(F) 14=-321(F) • • •• • • • • •••. • • • • • . • . • • • • • . • • •• • • •..• • • • • • • • • •••• .• •• • • •• •• • • • • • • • • • • 1 • • • • • • • • • • • • •• • •••• • • • • • @Pltando u gun CG!45(LTRYs BritEEZ, PA CML / 81 i 1lPAL PE 17245 cA tx 1220 511139th TERRACE MAI, FLORIDA 3355 TEL -(305)262.6225 FAX -(305)262.2®31 MAX 1 8 2016 J •N, Job Truss Truss Type Qty Ply A0032181 2-9-16 J1 ROOF TRUSS 5 1 Job Reference (optional) 1. 1. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-ipGGYDHIT3saCT?6CjaiR?gvt4zYGeXPAvKAxizDLxv -2-4-8 1-1-8 2-4-8 1-1-8 Scale = 1:7.3 . • • • • • •• • ••• • • •••• • ••.• • • • •. • 1-1-t3•• •I 1.143. • • v 0 �• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 CSI. TC 0.81 BC 0.01 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) BRACING • - • • in (loc) I/defl rid" • -0.00 2 >999 -0.00 2 ,>999 •180•• 0.00 3 n/a • a.ia. • • • • • • • •24.• • . • PLACES* GOT' ;••. 141-4. 244/19(1 • • • V)(eight..7 Ib TOP CHORD Structural wood she'athirig direc05d0Id or 1'I-8 oc • purlins. • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-234/Mechanical, 2=556/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=123(LC 4) Max Uplift3=-234(LC 1), 2=-915(LC 4) Max Grav3=444(LC 4), 2=556(LC 1), 4=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 11) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-7-1, Interior(1) 0-7-1 to 1-0-11; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 915 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard t3 any other live loads. ppriggig0. gclr • METHS BaREEMPA ign of this Crus-T,Mi. / BTRtiCTaA1 • PE 22249 4aDOOM 1220 5139th TERRACE tllAt11, FLORIDA 3355 TEL- (305) 2b2.6225 FAX- (305) 262.20H MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032182 2-9-16 J1A ROOF TRUSS 2 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page 1 ~ ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-ipGGYDHIT3saCT?6Cj8iR?g594zYGeXPAvKAxizDLxv Own 1-1-8 1-1-8 3.0012 T1 B1 2 LcO QO 0 AO QO 3x4 = 1-1-8 3 1-1-8 • • • • • •• • • ••.• •• • • • • •••• • ••• • • • • • • Scale = 1:4.5 •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.03 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/deft vd • Vert(LL) -0.00 1 >999 •2r •: Vert(TL) -0.00 1 . >999 • t80' • Horz(TL) -0.00 2 n/a • inla • • • • • • PLVIES• GFTI':••• 11.1W;;; 244/1150 • • • Vyeight; 4 Ib .Fl 4% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD • ••• • Structural wood sI eathiRg direcitl; tj3rllipd or 1'1-8 oc • • • purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • REACTIONS. (Ib/size) 1=55/0=8-0 (min. 0-1-8), 2=45/Mechanical, 3=10/Mechanical Max Horz 1=48(LC 4) Max Upliftl=-50(LC 4), 2=-72(LC 4) Max Gray 1=55(LC 1), 2=45(LC 1), 3=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit);) any other 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 72 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an .0psf; h=22ft; Cat. II; Iivp (nark LOAD CASE(S) Standard ign'of this WorsiLTEU Boaz,. FA. CML /BT�iC1tL P .12249 1 WON 1220 5111 39th TERRACE MIAMI, 13.0RIpA33155 TEL- (305)262OB. FAX -(305)262-20I4 MAX 1 8 2018 r- ice` Job Truss Truss Type Qty Ply A0032183 2-9-16 J1 B ROOF TRUSS 1 1 Job Reference (optional) a. 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-ipGGYDHIT3saCT?6Cj8iR?g574zXGeXPAvKAxizDLxv 1-1-8 3.00 FIT 2 B1 3x4 = 1-1-8 3 1-1-8 • • • • • •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.03 BC 0.01 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) -0.00 1 -0.00 1 -0.00 2 ••••• ••• • • • •••• • ••• • • • •• • • • • I/defl °L t • >999 •2{0 • >999 •41 8l • n/a • .nla • . • • • • • • PL•A•rES• Scale = 1:4.5 �• • • • • GRIP ;••• 2444 Se • weight; • 4 Ib • IJ.1• q% ;0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=57/0-3-8 (min. 0-1-8), 2=46/Mechanical, 3=11/Mechanical Max Horz 1=48(LC 4) Max Uplift1=-53(LC 4), 2=-74(LC 4) Max Gray 1=57(LC 1), 2=46(LC 1), 3=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • • • • • • • Structural wood sMfMathitSg diregtly'abalied or 1'1-8 oc• purlins. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wii any other 4) Refer to girder(s) for truss to truss connections. 4.5) Provide mechanical connection (by others) of truss to bearing plate capable of with 74 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard .0psf; h=22ft; Cat. 11; live loads PI geftazildg. nit iliC:lrWrfil gn of thisgn 'of this casaTt6$+�'s ;,FA. GMk / • P.E. 22249 4 WW2 1220 5U139th TERRACE WI, FLORIDA 33!55 TEL- (305) 2b2 eI25. FAX- (305) 262.204 MAX 1 8 2016 Job Truss Truss Type Qty Ply 1. A0032184 2-9-16 J1C ROOF TRUSS 4 1 Job Reference (optional) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUz WOzo-i pGGYDH IT3saCT?6Cj8iR?g514y4GeXPAvKAxizDLxv ; 1-1-8 1-1-8 3.00 12 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 0-11-8 CSI. TC 0.03 BC 0.10 WB 0.00 (Matrix) 0-11-8 11-1-81 0-2-0 DEFL. in (loc) I/defl Vert(LL) 0.00 4 >999 Vert(TL) 0.00 4 . >999 •680' • Horz(TL) -0.00 2 n/a • • • • • •• • • •••• • tiles •• • • • • • •• • • • •••• • ••• • • • • • • • • • • • Scale = 1:4.91 • • • • • PLAfiE�� GR113;". Ntr.2D.;. 244/19c • • Weight,4 Ib . • • ELF:4% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=50/Mechanical, 3=-277/Mechanical, 4=349/0-1-8 (min. 0-1-8) Max Horz4=65(LC 4) Max Uplift2=-85(LC 4), 3=-277(LC 1), 4=-294(LC 4) Max Grav2=50(LC 1), 3=248(LC 4), 4=349(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs Ib uplift at joint 3 and 294 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar • • • • • • • Structural wood sheathing directly applied or 1-'1-8 oc purlins. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BCDL=5.0psf; h=22ft; Cat. II; any nthar live !nark LOAD CASE(S) Standard pIIfiC aijdil`L,'27TD1, Q�Q, MUMS $ PA ign of this trusL1 BT.it11A1 P.. 22249 CA eX5512 7220 5AL 391h TERRACE MIMI, FLORIDA 3355 TEL -(305)262.6225 FAX -(30'51262-204 MAY 18 2016 Job Truss Truss Type Qty Ply A0032185 2-9-16 J3 ROOF TRUSS 5 1 Job Reference (optional) 1 1 -2-4-8 7,630 s Jul .9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-ipGGYDHIT3saCT?6Cj8iR?gst4ycGeXPAvKAxizDLxv 3-0-0 2-4-8 3-0-0 3 Scale = 1:10.6 1 4x4 = 3-0-0 • • • • • •• • • 4 • •• • • •••• • ••• • • • •• • • 3-0-0 •••• • • • • • • • • Plate Offsets (X,Y)-- [2:0-3-11,Edge] • • •••• i • • •• •• LOADING (psf) TCLL 30.0 TCDL 15.0 LBCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 1.00 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) Vert(LL) -0.00 2-4 Vert(TL) -0.01 2-4 Horz(TL) -0.00 3 I/defl >999 >999 n/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=-40/Mechanical, 2=522/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz2=159(LC 5) Max Uplift3=-40(LC 1), 2=-730(LC 4) Max Grav3=164(LC 4), 2=522(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Wd • 248' • n/a • • • • • • •• • • • IJIrNre.6, • IOIT2o Atti 90 • • • Iergii%'13 Ib • FT =1" •••• • • • • • Structural wood sheathing directry applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 2-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 730 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a II; fh any other live loads. [3 pl..joInT3 an ffl o U uPgla U plT • CG9-TP3 watesz, PA ign of this trusEML 1 ST ]Ups, P.E. 22245 GL CX5512 1220 SILL 39th IMAGE WAIL !IOWA 3355 TEL.- 00)m. 6225. FAX- 002262-20H LOAD CASE(S) Standard MAX 18 2016 wiW -411 Job Truss Truss Type Qty Ply A0032186 2-9-16 J3A ROOF TRUSS 2 1 Job Reference (optional) t• 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:04 2016 Page ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-ipGGYDH IT3saCT?6Cj8i R?g3m4yUGeXPAvKAxizDLxv 3-1-8 3-1-8 Scale = 1:6.3 Qo 1 3x4 = 3-1-8 3 • • • • • •• • • •• • • • • •••• • ••• • • • •• • 3-1-8 •••• c 0 •• • •1 • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.18 BC 0.08 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 1-3 >999 Vert(TL) -0.01 1-3 , >999 Horz(TL) -0.00 2 n/a • • •••• Ud • •t80" • • • • . PLATES• GRtR••• A:. 2449t9 ? • • • Weight:10 Ib • FTFrO% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=137/0-8-0 (min. 0-1-8), 2=111/Mechanical, 3=26/Mechanical Max Horz 1=107(LC 4) Max Upliftl=-128(LC 4), 2=-175(LC 4) Max Gray 1=137(LC 1), 2=111(LC 1), 3=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • • • • • • • Structural wood sheathing directly applied or 3,1-8 oc purlins. •' ' Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - l1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi h any other li 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 175 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar psf; h=22ft; Cat. II; ve loads. LOAD CASE(S) Standard 1'cH'1 X10 ign of this tT PA. CMk / FINUCTINAL P.F.22249 CA COMM 1220 51139th TERRACE HIM, FLORIDA 33E6 TEL- 005)262. 6225PAX- !3051 262-2014 Max 1 8 2016 Job Truss Truss Type Qty Ply A0032187 2-9-16 J3B ROOF TRUSS 1 1 Job Reference (optional) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 .. ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-A?gelZIwEM_RpdaIIRfxzDCD4UIX?5mYPZ3kT9zDLxu 3-1-8 I 3-1-8 Scale = 1:6.3 3x4 = B1 3-1-8 •••• 3• • • • •••• • • • •• • • • ••• • • • •• • SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.21 BC 0.09 WB 0.00 (Matrix) 3-1-8 DEFL. in (loc) I/defl Vert(LL) -0.00 1-3 >999 Vert(TL) -0.01 1-3 , >999 •1'80•• Horz(TL) -0.00 2 n/a •••• • villa. •• • • • • • . I • • • • • • • • • • • • PLATES • GAII1 • • . 46244:. 244/T11 • • • Weight:10 Ib • F=.=;(1% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD ••• •• • • • • • • • • • Structural wood sheathing directly applied or 3-1-8 oc purlins. • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=147/0-3-8 (min. 0-1-8), 2=119/Mechanical, 3=28/Mechanical Max Horz 1=107(LC 4) Max Upliftl=-140(LC 4), 2=-186(LC 4) Max Grav1=147(LC 1), 2=119(LC 1), 3=57(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent wittj anv other live loads 4) Refer to r girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 186 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar LOAD CASE(S) Standard n al "P659g4al'1'oi0. EFL iiitIPTAM ign of this tOpiaLTM WHIMS, PA. CML / SINICIIPAL P.E. 22249 Ci Iii 1220 511139th TERRACE tun, FLORIDA 3355 7.1.-(305)262.i225FAX-(3051261-204 MAX 1 8 2018 Job Truss Truss Type Qty Ply A0032188 2-9-16 J3C ROOF TRUSS 4 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-A?geIZIwEM_RpdallRfxzDCCmU I9?4iYPZ3kT9zDLxu 2-10-0 3-1-8 2-10-0 0-3-8 1 3x4 2-6-0 .•.• 5 4• • •••• 2x4 11• • ••• •• • !Plate Offsets (X,Y)-- [2:0-2-4,0-1-8] 2-6-0 1 • ••• • • • •• • • ....3,1-8 r Scale = 1:6.8 N �• • •••0-7-8 • • • • • • •••• •• •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.29 BC 0.11 WB 0.07 (Matrix) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.00 (loc) 1/deft 4 . n/r •1211• 4 n/r n/a ••11C1 +•• • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD • n/a • • • • • • •• • • • 46.TT• Air? • • rf1T20 2Md/19a • VtgigFif: 11 Ib • FT = Q% ••.• • • • • Structural wood sheathing directly app! ed or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=331/0-8-0 (min. 0-1-8), 2=0/Mechanical Max Horz 5=602(LC 4), 2=498(LC 1) Max Uplift5=-372(LC 5) Max Gray 5=331(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-569/554 BOT CHORD 1-5=-498/602 WEBS 2-5=-296/389 • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0pCf; BCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 .2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi h 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not Exc sf; h=22ft; Cat. II. e loads. i^Ah.WLTC eateets, PA . GME / STEAL uplift at joint1)5E. 22249 C11 g gn of thimeig039th TERRACE Mkt FICRIDA 3355 TEL -(305)262.6225- FAX -(36 5)262-204 LOAD CASE(S) Standard MAX 18 2018 • Job Truss Truss Type Qty Ply A0032189 49-16 J5 ROOF TRUSS 3 1 Job Reference (optional) 1 !. -2-4-8 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-A?geIZIwEM_Rpdall RfxzDC 1 dUG 1 ?5mYPZ3kT9zDLxu 5-0-0 2-4-8 Plate Offsets (X,Y)-- [2:0-3-7,Edge] 2 5-0-0 3.00 FIT T1 3 B1 • Scale =1:14.1 4x4 = 5-0-0 s • • • • •• • • • • • ••• • • • •• • • 5-0-0 •••• • • •• • 1• • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 1.00 BC 0.25 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl -0.03 2-4 . >999 -0.06 2-4 >866 -0.00 3 n/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. BRACING - TOP CHORD BOT CHORD (Ib/size) 3=117/Mechanical, 2=565/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz 2=207(LC 5) - Max Uplift3=-252(LC 5), 2=-667(LC 4) Max Grav3=117(LC 1), 2=565(LC 1), 4=9(1{LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ••11d•• • •24Q• i�aQ•i • n/a • • • • • • • • • • •• •• • • F�IaA.Td . G•Rtg • • MT20 2*21/19Q' • • • 1QI�I�jR� 19 Ib • FT = Q% •••• • • • • • Structural wood sheathing directly appl ed. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing platecapableof withs 667 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar h any other live loads tan LOAD CASE(S) Standard al 0 up I at joint 3 and • =RUM PA ign of this trusC.N. / 8T . 8 tA1. P.E. 22249 . 1 COM 1I20 511139th TERRACE WI, FLORIDA 3355 TEL- (305)262 6225. FAX- (305) 262-204 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032190 2-9-16 J5A ROOF TRUSS 3 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-A?geIZIwEM_Rpda II RfxzDC7sUG 1?5mYPZ3kT9zDLxu 5-0-0 1 5-0-0 3.00 12 4 T1 2 Scale = 1:9.6 AA B1 3x4 = 5-0-0 • • • • • •• • • 3 • • •• • • •••• • ••• • • • •• • • 5-0-0 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ind YES Code FBC2014/TPI2007 CSI. TC 0.61 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.03 1-3 >999 Vert(TL) -0.06 1-3 ,>866 Horz(TL) -0.00 2 n/a •••• • • •••• • • • • • • • 1• • • • • • • • PLATES • GM**. Ntr22•: • WMP • • • • Weight•15Ib •iisTI•4% • • • • • • Structural wood sheathing directly aAj icd or 5-15-0 oc • purlins. •• ' Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=240/0-8-0 (min. 0-1-8), 2=195/Mechanical, 3=45/Mechanical Max Horz 1=172(LC 5) Max Upliftl=-231(LC 5), 2=-303(LC 5) Max Grav 1=240(LC 1), 2=195(LC 1), 3=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 303 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar fi any other live loads. LOAD CASE(S) Standard p it 4c1Fasn • CG (LTGlarstEE15, PA ign of this trustML / maim. P.. 22245 fit C D55i2 1220 5111391h TE NRACE 1IA111, FLORIDA 3315 TEL- f305) 262 .n225. FAX- O05)161-2014 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032191 2-9-16 M1 ROOF TRUSS 4 1 Job Reference (optional) 1. 1. 7.630 Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-A?geIZIwEM_RpdallRfxzDC4jU5G?4XYPZ3kT9zDLxu 6-0-0 7-10-11 6-0-0 I 1-10-11 3x4 II 4 2x4 11 111111111 ,3� mimummumi mg= 2x4 I I 4.92 12 " g T1 8 2x4 =6�. 59 . • • .� 2x411 ••• •" 7 2x4 11 2-1-2 2-1-2 6-0-0 3-6-13 1 • .••• • • 2x4 II • • • . • .• •• ••:x`10 -1i Scale: 3/4"=1' Camber = 1/8 in •. • • • • • • Plate Offsets (X,Y)— [4:0-2-0,0-1-0 .••••• • • • • • • • A' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.81 BC 0.94 WB 0.08 (Matrix) DEFL. in (loc) I/defl • Ud • Vert(LL) 0.22 6-7 . >274 . 24d Vert(TL) -0.18 6-7 >334 180 Horz(TL) -0.15 4 n/a n/a • PLATES GMP • MI20. • 244/190 • • • • •• • Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 7=723/0-8-0 (min. 0-1-8), 5=235/0-3-8 (min. 0-1-8), 4=232/0-3-8 Max Horz 7=329(LC 5) Max Uplift7=-519(LC 4), 5=-290(LC 5), 4=-300(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-316/72 BOT CHORD 1-7=0/329 WEBS 2-7=-468/453 1. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-11; DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 4) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 290 Ib uplift at joint 5 and 300 Ib uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with'truss chord at jai 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a 8) Hanger(s) or other connection device(s) shall be provided sufficient to support conc 174 Ib up at 6-0-0, and 179 Ib down and 174 Ib up at 6-0-0 on bottom chord. The d connection device(s) is the responsibility of others. Continued on page 2 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-3-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) f; BCDL=5.0osf. h=22ft- Cat 11• umber DOL=1.60 plate grip Crikti 9Cs CEJ D Q©51; e loads. coN5o 3 Baez, PA uplift at join UAL / 8TRUCTLRAL �E 72245c.A0:552 nof th1210 511139th TERRACE Min FLORIDA 3355 9 79 Ib do truss, Z 2�.b225 MX• (30120-2014 MAX 1 8 2018 J Job Truss Truss Type Qty Ply A0032191 2-9-16 M1 ROOF TRUSS 4 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-A?qe&ZIwEM_RpdallRfxzDC4jU5G?4XYPZ3kT9zDLxu NOTES - 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 1-5=-20 Concentrated Loads (Ib) Vert: 6=-358(F=-179, B=-179) • • • . . .. . • ..•. ••. • • • •••• • ••• • • • •• • • • • • • • • • •••• •• •• • • •• •. • • • • • • • • . • • • • • • • • •• • • • • •••• • • • • • 1220 SQL 39th TERRACE PIM, FLORIDA 3355 TEL- 00)20 025 FM- (3051261-2014 MAX 18 2018 Job Truss Truss Type Qty Ply A0032192 2-9-16 M10 ROOF TRUSS 1 1 B1 Job Reference (optional) o O 3-8-4 0-10-4 4-2-0 4-8-8 0-5-12 0-6-8 1 • 6 2 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-60yPAFJBm_F93xkgtrhP3elZslzxT?drstY rY 1 zDLxs 6-10-14 7-5-0 8-7-12 2-2-6 0-6-2 1-2-12 0.25 12 3 2x4 11 T1 W3 W1 W2 B1 • • 5 2x4 11 4-2-0 4-10 4-8-8 0-5-12 0-61010- 0-5-14 6-10-14 2-2-6 4 • •••• • • •••• • ••• • • • •• • Scale = 1:9.2 it • • • • 3te4b=• • • • • • • • •••• •• •• !AV lito d-$ 2• a- 110 • • • • •\ • • •.°1t-0 ••02110 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.25 BC 0.09 WB 0.04 . (Matrix) DEFL. • in (loc) I/defl • Ud • Vert(LL) -0.00 4-5 >999 • 240. Vert(TL) -0.01 4-5 >999 • a0 : Horz(TL) -0.00 4 n/a n/a • PLATES GRID•:• Vito' • 204/190. ••.• • • • • • Vfeight:618 Ib FT = 0% LUMBER- tTOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=152/0-3-8 (min. 0-1-8), 5=199/0-3-8 (min. 0-1-8) Max Horz5=10(LC 5) Max Uplift4=-179(LC 4), 5=-217(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentWth other1' loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of wit 217 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model -was used in the LOAD CASE(S) Standard t. w any live oa tanding 179 Ib uplift at joint 4 and egi) go. Int ffoirtura CONS(1LTR6 MINERS, PA CML / 8T�9GTtlL Pt 22249 Cik COM 1120 5111 35$ TE'2RACE Mkt FLORIDA 3355 TEL- (i05) 262 6225 FAX• (905) 261-204 MAX 1 8 2016 r Job Truss Truss Type Qty Ply A0032193 2-9-16 M11 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-60yPAFJBm_F93xkgtrh P3el QKIyET?GrstYrY1 zDLxs 5-9-3 5-9-3 3-11-5 3-11-5 • ••.• • • .. • . 4-5-0 I •• 0-5-11 • • • • • • • • • • . •• •• • • • Scale = 1:11.4 • •* • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.80 BC 0.14 WB 0.00 (Matrix) ..•.. DEFL. in (loc) I/defl • Ltd • Vert(LL) -0.01 3 >999 • 240. Vert(TL) -0.02 3. >999 •.t8b ; Horz(TL) -0.00 2 n/a n/a PLATES (TRIP• . • Mr) i2D • 244/190. •••• • • • • • VJelght.17 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=256/0-8-0 (min. 0-1-8), 2=230/Mechanical, 4=82/0-11-5 Max Horz 1=148(LC 5) Max Upliftl=-270(LC 4), 2=-335(LC 5) Max Gray 1=256(LC 1), 2=230(LC 1), 4=164(LC 3) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exteribr(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 5-5-3; Lumber DOL=1.60 plate grip DOL=1.60 !2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 4ith any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 335 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the LOAD CASE(S) Standard a joint an CON5016 erialts, PA sign of this trutjht / marmot . PE. 222491 WOK 1220 511139(h TERRACE MIM, FL.0RIDA3355 TEL- (305)20. 6225FM- (305/262-204 MAX 18 2U1 II• Job Truss Truss Type Qty Ply A0032194 2-9-16 M12 ROOF TRUSS 1 2 Job Reference (optional) • ' 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-aa WnNbKpWH NOg5JtRZCebrgdEh6NCK0_5X 104TzDLxr:, 6-0-7 5 11-6-0 6-0-7 I-4-13 5-0-12 1 Scale = 1:18.8 Camber = 1/8 in 2x4 11 3 4 81 1 3x6 11 6-5-4 • • • • • •• • • •••• • • •••• •••• • • •••• • ••• • • • •• • ri 6 °yA• • • • • • • • • • •• • • • • • • • • 6-5-4 • 5-0-12 • • Plate Offsets (X,Y)-- [1:0-7-3,0-0-9], [6:0-3-0,0-4-0], [7:0-4-4,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.66 BC 0.91 WB 0.52 (Matrix) DEFL. in (loc) Vert(LL) 0.15 1-7. Vert(TL) -0.25 1-7 Horz(TL) 0.03 6 • • • • • I/defl • Ude >855 •.2.4J ; >526 180 n/a n/a • • • • MtE§ •GRIP • NlT2D• :24411 • • . •• • Weight: 114 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 (REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD (Ib/size) 1=2494/0-8-0 (min. 0-1-8), 6=1807/0-8-0 (min. 0-1-8) Max Horz1=256(LC 5) Max Upliftl=-1941(LC 4), 6=-1490(LC 5) - Max. Comp./Mak. Ten. - All forces 250 (Ib) or less except when shown. 1-8=-5159/3849, 2-8=-5104/3858, 3-6=-186/260 1-7=-3929/4944, 6-7=-3929/4944 2-6=-5163/4084, 2-7=-1844/2377 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or ba CASE(S) section. Ply to ply connections have been provided to distribute only loacs otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.)p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 11-6-0 DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Nit 6) Provide mechanical connection (by others) of truss to bearing plate capable of witbst and 1490 Ib uplift at joint 6. 7) Girder carries tie-in span(s): 14-1-0 from 0-0-0 to 6-5-4; 2-8-0 from 6-5-4 to 11-6-0 MAY 1 8 2618 ra(hr rgpijdri®jdrsgptreaks with fixed heels" Member end fixity model was used in the analysis and design of this t Structural wood sheathing directly applied or 4-8-4 oc purlins, except end verticals. Rigid ceiling directly applied or 7-8-9 oc bracing. .0psf; h=22 =1.60 plate gr D. Ullt gi(DrkEin , PA / &1 C1t L 22249 C4 =6512 live load520 5�t 331h TERACE "All' R.CRIDA 3Th Ib uplif t j 3W.f2b2.b225 TAX- (30W 2b2-2014 Job Truss Truss Type Qty Ply A0032194 2-9-16 M12 ROOF TRUSS 1 n 2 Job Reference (optional) NOTES - 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1172 Ib down and 1008 Ib up at 6-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-30, 1-7=-334(F=-314), 5-7=-20 Concentrated Loads (Ib) Vert: 7=-1172(F) 1. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 2 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-aaWnNbKpWHNOg5JtRZCebrgdEh6NCK0_5X104TzDLxr 1. t. • • • • • •• • • •••• •••• • • •••• • • ••• • • • • • •• • • • • • • • • • • • • • •••• •• •• • • •• • • • • • • • • • • • • • • • �• • • • • • • • • •• • •••• • • • • • CON&LTI% INCIPEEM PA CML / BT�iG11l L FE 22249 C1 WON 1220 St 39th TERRACE AAAI I, FLORIDA 3315 TEL -(305)262.6215 FAX -(305)161.1014 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032195 2-9-16 M13 ROOF TRUSS 3 1 Job Reference (optional) -21-4r8 -2-1-0 0-3-8 2-1-0 . 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-aaWnN bKpWHNOg 5JtRZCebrghrhFECKr_'5X104TzDLxr 6-0-7 11-6-0 6-0-7 5-5-9 3.00 171 -2 - Scale: 1/2"=1' 12 Scale:1/2"=1' 3x4 11 "" /` 6 3x5 = 6-0-7 2x4 I I • • • • • •• • • •••• • • •••• •••• • • •••• • ••• • • • •• • • • • • • • • • •• • :1-6-0• • 54•-•-• • • •. • • • • • • 6-0-7 •• •• 5-5-9 • • Plate Offsets (X,Y)-- [3:0-5-7,0-0-0], [9:0-3-0,0-2-12] • • • •• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.43 BC 0.35 WB 0.56 (Matrix) • • DEFL. in (loc) 1/deft • Lid. Vert(LL) -0.04 3-10, >999 11,2.40 ; Vert(TL) -0.10 3-10 >999 180 Horz(TL) 0.02 9 n/a n/a outefs• GRIP • MJ Q• 10190: • • • •• • Weight: 52 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 9=591/0-8-0 (min. 0-1-8), 3=847/0-8-0 (min. 0-1-8), 2=69/0-1-8 (min Max Horz3=287(LC 5), 2=31(LC 4) Max Uplift9=-478(LC 5); 3=-447(LC 4), 2=-117(LC 4) 'FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1220/571, 6-9=-206/280 BOT CHORD 3-10=-748/1110, 9-10=-748/1110 WEBS 4-9=-1105/729 , Structural wood sheathing directly applied or 4-10-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0Sf; _ p5:_ BCDL 5 0 f h 22ft_GaLIL Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 11-6 DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 447 Ib uplift at joint 3 and 117 Ib uplift at joint 2. 6) Non Standard bearing condition. Review required. 7) Beveled plate or shim required to provide full bearing surface with truss chord at jo 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the Lumber DOL=1.60 plate grip LOAD CASE(S) Standard live Toads. T$d's PA b uplift at join% $i 2'2249 . 552 1220 511139th TERRACE tt4tlI, FLORIDA 3365 sign of411s s`62 1'11. FAQ' (905)162-204 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032196 2-9-16 M13B ROOF TRUSS , . 1 1 Job Reference (optional) �. ccr ;,. 7.630 s Jul .9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-aaWnNbKpWHNOg5JtRZCebrggthCYCJu_5XI04TzDLxr 6-0-7 11-6-0 6-0-7 5-5-9 3.00 12 2 3x4 Scale = 1:19.2 Camber = 1/16 in 3x4 11 3 4 e• e• 3x5 = 6-0-7 2x4 11 • • • • • •• • • 6-0-7 •••• • • •••• • •I?o • 5=3-9 •••• -• • •••• • ••• • • • •• • • • • • • • •• •• • • • • • • • • • • Plate Offsets (X,YJ-- [1:0-2-3, Edge], [6:0-3-0,0-2-12] • • • •• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.49 BC 0.52 WB 0.62 (Matrix) DEFL. in (loc) Vert(LL) 0.07 1-7. Vert(TL) -0.15 1-7 Horz(TL) 0.03 6 • • 1/deft • Uri. >999 •, ?0 ; >856 180 n/a n/a • • 6RIP • :VP/ 9Q Weight: 48 Ib FT = 0% tEUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=599/0-8-0 (min. 0-1-8), 6=613/0-8-0 (min. 0-1-8) Max Horz1=262(LC 5) Max Upliftl=-372(LC 4), 6=-489(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-1328/617, 2-8=-1256/626, 3-6=-200/277 BOT CHORD 1-7=-805/1220, 6-7=-805/1220 WEBS 2-6=-1226/791 Structural wood sheathing directly applied or 4-4-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-4-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0 f 2_ BCDL=5 0 sL h ft _Cat 11• Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 11-6-0; DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 4) Provide mechanical connection (by others) of truss to bearing plate capable of.wit 489 Ib uplift at joint 6. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the 'Lumber n _ Lumber DOL=1.60 plate grip LOAD CASE(S) Standard ive toads. MUM B4CINEEM FA b uplift at joint rg / pat-nntiL sign of this �t'f 243 'A 1120 52 39th TERRACE HMI, FLORIDA 33155 TEL- (30:62.6225- PAK- (305)2152-2034 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032197 2-9-16 M19 ROOF TRUSS 5 1 Job Reference (optional) t. 1 t. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-aa WnN bKp WHNOg5JtRZCebrggDhExCRo_5XIO4TzDLxr 4-2-0 4-2-0 3 Scale = 1:8.6 2-6-0 2-6-0 2-10-0 0-4-0 1 •••• • • •••• •4••,•Q• `i' -4`V • • • •• • • • •• •• • • •• •••.�• • • • • • • Plate Offsets (X,Y)-- [2:0-2-8,04-0], [5:0-2-12,0-1-8] • . . LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.43 WB 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 4-5 , >999 Vert(TL) 0.01 4-5 >999 Horz(TL) -0.06 3 n/a • • • L/d .2•4D 180 n/a • Part? • MT20.. • • • •• - • • •• ••• GRIP • 24/190• Weight: 14 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 3=-210/Mechanical, 4=-158/0-3-8 (min. 0-1-8),-5=798/0-8-0 (min. Max Horz 5=161(LC 5) Max Uplift3=-210(LC 1), 4=-158(LC 1), 5=-774(LC 5) Max Grav3=229(LC 4), 4=132(LC 4), 5=798(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-518/626 NOTES- - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; t. Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 3-10-9. DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 158 Ib uplift at joint 4 and 774 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ai LOAD CASE(S) Standard Structural wood sheathing directly applied or 4-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8) BCDL=5.0psf; h=22ft; Cat. 11; I umher 001 =1 6(1 platp,gLjp MITI* mem, PA. uplift at joint 3,0y gn of this tIFE 2249 CA 512 1220 511139th TERRACE MIAMI, FLORIDA 33155 TEL- (305) 20. 025. FAX- (305)162-204 Max 1 8 2016 Job Truss Truss Type Qty Ply A0032198 2-9-16 M2 ROOF TRUSS 6 1 Job Reference (optional) t. 2x4 11 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:05 2016 Page 1 I D:yR7aErAsOxAZuJ6SB 1 ewNUzWOzo-eC01 yvIZ?g71 Rn9UJ8AAWQIQ?uc8kYeieDpH?czDLxt 1-11-6 3x4 = 2x4 II 2 3 T1 )1 W1 W1 B1 5 3x4 = 1-11-6 4 1-11-6 • • • • • •• • • •••• • • •••• • • •• •• ••• • • • •••• • ••• • • • •• • Scale = 1:12.6 • '• • • • • • • • •• •• • • • • • • • • 'LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.07 BC 0.13 WB 0.02 (Matrix) DEFL. in (loc) I/defl : LAT Vert(LL) -0.00 5-6 >999 .240 . Vert(TL) -0.01 5-6 . >999 61$0' Horz(TL) 0.00 4 n/a n/a • • RLATES CARO • . • Itf• ' 244/190• . •••• • • • • • Weight: 1'6 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=192/0-1-8 (min. 0-1-8), 4=179/Mechanical Max Uplift6=-217(LC 4), 4=-215(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable -of withs, 215 Ib uplift at joint 4. 8) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 1-11-6 t9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as f LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 16116 !Em -t&10 . rr 4c=etirtun • catsumn erhiEERS, PA gn of this trustA (B). 1BTRICILNAL PE 11249 C.4 CiaDll 1220 51139th TPA ACE MIL FLORIDA 33155 TEL- (305)262 025 FAX- (905) 262.201 MAX 1 8 201 :�y Job Truss Truss Type Qty Ply A0032198 2-9-16 M2 ROOF TRUSS 6 1 1_ Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-90, 2-3=-30, 4-6=-127(F=-107) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-eCO1yvIZ?g7IRn9UJ8AAWQIQ?uc8kYeieDpH?bzDLxt •••• • • • • •••• • • • •• • • ••• • • • •. • • • •• • • • •••• • • • • • • • • • •••• •• •• • • • • •• •• • • • • •• • • • • • • • • • • • • • • • • •• • •••• • • • • • r oufl c7 l,Cio ff VazWin MOM ERGIREERS, FA CML / maim. P.E. 22249 . 4 eireM12 1220 5111 391h TERRACE MAI, FLORIDA 33155 TEL- (305) 261.n225• FAX- (3®5) 262-204 MAX 1 8 2018 474 .:a Job Truss Truss Type Qty Ply A0032199 2-9-16 M3 ROOF TRUSS 12 1 Job Reference (optional) •. 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-eCO1 yvIZ?g71Rn9UJ8AA WQIM Rua2kX nieDpH?bzDLxt 6-0-0 8 2x4 II 2 6-0-0 4.92 F1-2- 9 3x4 II 3 4 2x4 = 2-0-8 2x4 II 7 6-0-0 2-0-8 -4-1 3-7-7 • • • • • •• • • 0041• • • •••• • • •.0• • ••• • • • 6.5 • 2x4 II • • • • • •• •• • • • • .••-.� .• •• • Scale = 1:12.9 • • • • • • • ••••v • • Plate Offsets (X,Y)— [3:0-2-0,0-1-0 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSL TC 0.36 BC 0.26 WB 0.08 (Matrix) • • • • • • • • • DEFL. in (loc) I/deft • Lid • Vert(LL) 0.01 6-7 . >999 • 240 • Vert(TL) 0.02 6-7 >999 1 g0 • Horz(TL) -0.05 3 n/a n/a • • •r:L•R1tS' riilP • MT2SC • • • • •• 1 Weight: 23 Ib 2:1.4/190 FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING= TOP CHORD BOT CHORD REACTIONS. (Ib/size) 7=543/0-8-0 (min. 0-1-8), 3=104/Mechanical, 6=3/Mechanical Max Horz7=295(LC 5) Max Uplift7=-424(LC 4), 3=-266(LC 5), 6=-18(LC 5) Max Grav7=543(LC 1), 3=104(LC 1), 6=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-8=-286/52, 2-8=-280/73 BOT CHORD 1-7=-0/295 WEBS 2-7=-399/452 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 6- DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 3 to support'reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 266 Ib uplift at joint 3 and 18 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a •8) Gap between inside of top chord bearing and first diagonal or vertical web shall not Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard sf; BCDL=5 -0 .0psf; h=22ft; Cat. 11; th QQaly's-n•. e 1:,,1 • e loads. Ern; Vc)rigum MELTING s, FA CIVIL /5T L PF 12249 C! WW2 uplift at j0,051139111 TEWACE M A+11,11DRIpA 3355 esign of this t(35) 262•.iT725 FAM (905126t•20N MAX 18 2016 Job Truss Truss Type Qty Ply A0032200 2-9-16 M4--- ROOF TRUSS 1 1 Job Reference (optional) e7 • !. 2x4 11 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Paget. I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-eCO1 yvIZ?g71Rn9UJ8AA WQIMzucfkXiieDpH?bzoLxt 4-2-26- 8-4-4 4-2-2 0-4-0 3-10-2 9 0.25 ITT 3x4 = 10 2 3x4 = 3 4 1 T1— B1 W3 W5 8 3x4 = 0-Q714 0-0114 7 6 5 •••• 3x4 = • • • ••.. 1. • • • • •• • • ••. • • • • • •• • 4-6-2 4-5-4 4(-140 - Scale = 1:15.7 • • • • •••• • • • • • • • •••• •• •• 8+4.4• • 3.6-z.. • • • • • • • 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL .1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) DEFL. in (Loc) I/defl ; L/cr Vert(LL) -0.01 7-8 >999 •240 • Vert(TL) -0.03 7-8 , >999 •1800 • Horz(TL) -0.00 6 n/a nia • • PLATE$ GAR,. ;• 141•24• • • 244/190 • •••• • • • • • Weight: 42 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8), 6=152/0-8-0 (min. 0-1-8), 7=543/0-8-0 Max Horz 8=18(LC 5) Max Uplift8=-185(LC 4), 6=-178(LC 5), 7=-424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 2-7=-447/480 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard h 1 a CaifiLTIG BritEEM, PA sign of this truswiL / Ss4L PI. 22249 ► ODOM 1120 51113911, TO:RACE tMIMI, FLORIDA 3355 TEL -(305)262 b225 FAX- (305)262.2014 1 MAX 1 8 ME Job 2-9-16 Truss M4 Truss Type ROOF TRUSS Qty 1 Ply 1 A0032201 Job Reference (optional) 2x4 II 7.630 s Jul 9 2015 MITek Industnes, Inc. Tue May 24 08:48:06 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewN UzWOzo-eCO1 yvIZ?g71 Rn 9UJ8AA WQIMzucfkxiieDpH?bzDLxt 4-2-2 -6-�I 8-4-4 4-2-2 9 -4- 3-10-2 0.25 FIT 3x4 = 10 2 3x4 = 3 4 3x4 = 0-Q-�14 0-0114 3x4 4-6-2 4-5-4 �40 6 5 2x4 II •.• • • • . 0000 • • • •• • • ••• • • • •. • �-4-4 6.. Scale = 1:15.7 •• • 1• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) • • DEFL. in (loc) I/defl rid" Vert(LL) -0.01 7-8 >999 •247• •; Vert(TL) -0.03 7-8 >999 •1.80• • Horz(TL) -0.00 6 n/a • a(... • • • • • • • . PLATES • GItflC • • • 244/f9U' • • • 1/11,eight:.42 Ib • ET ;I•Y/o LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD .• . • • • • • • Structural wood sht'gthitt directjMpliod or 6-15-0 oc • purlins, except end verticals. • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8), 6=152/0-8-0 (min. 0-1-8), 7=543/0-8-0 (min. 0-1-8) Max Horz 8=18(LC 5) Max Uplift8=-185(LC 4), 6=-178(LC 5), 7=-424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-447/480 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4; Lumber DOL=1.60 plate grip !. DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the am LOAD CASE(S) Standard uplift attDjoln D. 9 • Cr t5UL M Brawn PA ign of this trusEjyjL 1 STRUCTURAL . P.E. 22249 CA CCM 1220 SRI 39th TERRACE MIMI,171.0RlLA 3355 • TEL Oa/20%025. MX- (.505)20-W14 MAX 1 8 2016 ANN. .4.0114 W1 W5 W3 61 2 _ 0• � 3x4 = 0-Q-�14 0-0114 3x4 4-6-2 4-5-4 �40 6 5 2x4 II •.• • • • . 0000 • • • •• • • ••• • • • •. • �-4-4 6.. Scale = 1:15.7 •• • 1• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) • • DEFL. in (loc) I/defl rid" Vert(LL) -0.01 7-8 >999 •247• •; Vert(TL) -0.03 7-8 >999 •1.80• • Horz(TL) -0.00 6 n/a • a(... • • • • • • • . PLATES • GItflC • • • 244/f9U' • • • 1/11,eight:.42 Ib • ET ;I•Y/o LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD .• . • • • • • • Structural wood sht'gthitt directjMpliod or 6-15-0 oc • purlins, except end verticals. • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8), 6=152/0-8-0 (min. 0-1-8), 7=543/0-8-0 (min. 0-1-8) Max Horz 8=18(LC 5) Max Uplift8=-185(LC 4), 6=-178(LC 5), 7=-424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-447/480 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4; Lumber DOL=1.60 plate grip !. DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the am LOAD CASE(S) Standard uplift attDjoln D. 9 • Cr t5UL M Brawn PA ign of this trusEjyjL 1 STRUCTURAL . P.E. 22249 CA CCM 1220 SRI 39th TERRACE MIMI,171.0RlLA 3355 • TEL Oa/20%025. MX- (.505)20-W14 MAX 1 8 2016 ANN. .4.0114 Job Truss Truss Type Qty Ply A0032202 2-9-16 M4A ROOF TRUSS 1 1 Job Reference (optional) 1 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Page 1 ID:yR7aErAsOxAZuJ6S8 1 ewNUzWOzo-eC01 yvIZ?g7IRn 9UJ8AA WQIKIuaxkUZieDpH?bzDLxt 4-2-9 8-5-3 4-2-9 I 4-2-9 9 0.25 12 2x4 II 2 3x4 = 3 4 T1 W3 W5 8 3x5 II 4-2-9 . 4-2-9 7 3x8 = • • • • • •• • 8-5-9 6 5 3x5 II • ••• • • •••• • ••• • •• •• • 4-2-9 • Scale = 1:15.8 • Plate Offsets (X,Y)-- (6:0-2-12,0-1-8 l[ 8:0-2-12,0-1-8 •••• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.27 WB 0.29 (Matrix) DEFL. in (Ioc) Vert(LL) 0.04 7-8 Vert(TL) -0.07 7-8 Horz(TL) -0.00 6 I/defl >999 >999 n/a •••• ••U4•• 240 • •186. • • • • • • • •• •• M2© LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD WEBS (Ib/size) 8=679/0-8-0 (min. 0-1-8), 6=710/0-8-0 (min. 0-1-8) Max Horz8=18(LC 5) Max Uplift8=-577(LC 4), 6=-647(LC 5) BRACING - TOP CHORD BOT CHORD - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-8=-548/501, 3-6=-562/562, 1-9=-1047/853, 2-9=-1041/853, 2-3=-1049/864 1-7=-904/1111, 3-7=-941 /1132, 2-7=-434/460 • 244/1990 • •� • i 2 Ib • 'PM S% • • • • • •• • •••• • • Structural wood sheathing diredtI plied or 5-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22fLGat.11• Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-5- DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center...- 44) enter.4 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre(1t w 5) Provide mechanical connection (by others) of truss to bearing plate capable'of withs 647 Ib uplift at joint 6. 6) Girder carries tie-in span(s): 4-10-0 from 0-0-0 to 8-5-3 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a 8) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as fr LOAD CASE(S) Standard Continued on page 2 Lumber DOL=1.60 plate grip (D AEWOO. Ma 4011; • COWALTEIS BIGNEERS, PA e loads. /$L uplift atjoin gg gn oft 12/0, 39th IERRACE 1 FLEA 33155 :145)261 6225. FAX -(305)2`2-203 (B). MAX 1 8 2016 Job Truss Truss Type Qty • Ply A0032202 2-9-16 M4A ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 5-8=-80(F=-60), 1-3=-90, 3-4=-30 • 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-eCOIyvIZ?g71Rn9UJ8AAWQIKIuaxkUZieDpH?bzDLxt .... . • . • .... . . . • .. . . ... • . • . • .. • . .... • • .... . • • . • • • • .. . • • • • • .. .. • .• • •. • • • • • • • • • • • • • • • • • 0n0taFi10 a govt =UM EhritEMS, PA. CML 1 Bitzticlag. Pt 72249 a NM 1120 5111391fi TERRACE WI, FLORIDA 33155 TEL -(305) 262 025 FAX -(305)162-20N MAX 1 8 2016 • 44 Job Truss Truss Type Qty Ply A0032203 2-9-16 M5 ROOF TRUSS 1 1 Job Reference (optional) 4 1 3-6-5 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:06 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-eCO1 yvlZ?g71Rn9UJ8AA WQIONudJkxnieDpH?bzDLxt 7-5-1 2x4 11 3-6-5 0.25 12 2x4 11 8 2 3-10-12 2x4 11 3 4 — T1 W1 W2 W3 B1 2x4 11 0-9-4 0-0-4 2x4 11 3-6-5 6 3-6-1 1-1:140--1 • • • • • •• • 7-5�q... • 3-6.12••• •• • . • • •••• • •.• • • • •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.12 WB 0.08 (Matrix) •••. DEFL. in (loc) I/defl • • I;/d. • Vert(LL) -0.00 5-6 >999 • •2•41;)• • Vert(TL) -0.01 5-6. >999 1B0 • Horz(TL) 0.00 n/a • • nPa• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 • • . • • 4.1 4T201 Scale = 1:14.0 •� • • •••�-• •• • GRIP.. 2,4rip• • • Weicjht:28lb F7: 0% • ♦•-••• BRACING- • • • • • TOP CHORD Structural wood• e2thl ig directjyapplied or Q C rot: purlins, except end verticals. • •• • BOT CHORD Rigid ceiling directly applied or 1t-0-0 oc bracing. REACTIONS. (Ib/size) 7=137/0-3-8 (min. 0-1-8), 6=475/0-8-0 (min. 0-1-8), 5=181/0-8-0 Max Horz7=17(LC 5) Max Uplift7=-142(LC 4), 6=-414(LC 5), 5=-198(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-384/448 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-5-1; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 414 Ib uplift at joint 6 and 198 Ib uplift at joint 5. • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard • CONEALTM MEEK PAI. na sign of this tru g tIWk / ImGTIm. PE. 71249 a MOM 1220 51139th 1ETRACE Mkt, FLORIDA 33155 TEL- (305)20 i425. FAX- (305/20-2014 MAX 1 8 2016 xu Job Truss Truss Type Qty Ply A0032204 2-9-16 M6-- ROOF TRUSS 1 • 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-60yPAFJBm_F93xkgtrhP3eITWIskT_4rstYrY 1 zDLxs 7-2-6 2x4 I I 6 7-2-6 0.25 12 5x6 = 2 Scale = 1:13.6 Camber = 3/16 in 3 B1 4x4 = 7-2-6 • • • • • •• • 2x4 I I 4 ••• • • • •••• • ••• • •• •• • 7-2-6 • • •• Plate Offsets (X,Y)— [2:0-2-9,0-2-8],[4:0-2-8,0-1-0] .••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.60 BC 0.56 WB 0.08 (Matrix) •••. DEFL. in (loc) 1/deft l,/g1 Vert(LL) -0.11 4-5. >718 2+19 • Vert(TL) -0.27 4-5 >287 ..1831. Horz(TL) 0.00 n/a •'r1/'•" • • • • •• •• eLATF•S rite •• • neat ,35Ib • *PT s0% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 5=357/0-3-8 (min. 0-1-8), 4=408/0-8-0 (min. 0-1-8) Max Horz 5=16(LC 5) Max Uplift5=-318(LC 4), 4=-401(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-292/355 WEBS 2-4=-343/434 • • • • • • •• • •••• • • Structural wood sheathing direetly plied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - t1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-2- I umhpr nnl =1 Rn plata orip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 401 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the LOAD CASE(S) Standard DIPEItRadci D eaPikan ive loads. a✓Op'L5tILTK3 mem P4. b uplift at joinnt/ gm sign of this s72245 CA 0[? 1220 51 39th TERRACE Mkt PiORiPA 3355 TEL -(305)262.4225 FAX -(05)262.20N MAX 1 8 2018 Job Truss Truss Type Qty Ply W1 A0032205 2-9-16 M7 ROOF TRUSS 1 1 ° B1 Job Reference (optional) 1. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 w ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-60yPAFJBm_F93xkgtrhP3eIS6IrRT_1 rstYrY1 zDLxs 7-7-9 2x4 II 6 7-7-9 0.25 FIT 5x6 =--- 2 2 Scale = 1:14.4 Camber = 3/16 in 3 5 4x4 = 7-7-9 • • • • • •• • 2x4 II 4 •••• • • •••• • ••• • • • •. • 7-7-9 • •• • • Plate Offsets (X,Y)— [4:0-2-8,0-1-0 •••• • • • •• •• PATE M.TQO • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr. YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.14 4-5 . >592 Vert(TL) -0.35 4-5 >237 Horz(TL) 0.00 n/a •••• •••• 240 • '1g0" • • • • • • 244/190 • •' Weiaht:•37 Ib • FT ic40W/o LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 5=381/0-3-8 (min. 0-1-8), 4=432/0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4), 4=-418(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 • • • • • • Structural wood sheathing directly ippli:d or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9, DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 418 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard loads. C(dWLTINS INCIDEERS, PA plift at joint 5 TWIL / 5ThzucnnAL gn of this trues' .22249 Cel fX14742 1220 511t 34th TE,'ZRACE dill 1, ; .ORIDA 33155 TEL- (305)20..bI2& FAX- (305) 2N-2014 MAY 1 8 2016 T1 W1 W3 ° B1 D' D• 5 4x4 = 7-7-9 • • • • • •• • 2x4 II 4 •••• • • •••• • ••• • • • •. • 7-7-9 • •• • • Plate Offsets (X,Y)— [4:0-2-8,0-1-0 •••• • • • •• •• PATE M.TQO • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr. YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.14 4-5 . >592 Vert(TL) -0.35 4-5 >237 Horz(TL) 0.00 n/a •••• •••• 240 • '1g0" • • • • • • 244/190 • •' Weiaht:•37 Ib • FT ic40W/o LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 5=381/0-3-8 (min. 0-1-8), 4=432/0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4), 4=-418(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 • • • • • • Structural wood sheathing directly ippli:d or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9, DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 418 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard loads. C(dWLTINS INCIDEERS, PA plift at joint 5 TWIL / 5ThzucnnAL gn of this trues' .22249 Cel fX14742 1220 511t 34th TE,'ZRACE dill 1, ; .ORIDA 33155 TEL- (305)20..bI2& FAX- (305) 2N-2014 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032206 2-9-16 M8 ROOF TRUSS 1 1 Job Reference (optional) t► 3-8-4 OD 0-10-4 4-2-0 4-8-8 0-5-12 0-6-8 1 3x4 = 2 6 W1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-60yPAFJBm_F93xkgtrhP3elazIzLT?jrstY rY 1 zDLxs 6-10=14 7-5-0 8-7-12 2-2-6 0-6-2 1-2-12 0.25 FT 3 T1 2x4 II W3 B1 5 4-2-0I 4-7-2 4r8�8 0-5-12 0-5-2 0-1-6 2x4 I I 6-10-14 2-2-6 4 • • 3x4 = . • •• • 7-4:0 7:51D 0-54081-0 Scale = 1:8.9 •• • • • • •••• • • ••• • '•' • . •Da -6A • • 2-1-Q LOADING (psf) "TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.18 BC 0.07 WB 0.04 (Matrix) •••• DEFL. in (loc) 1/deft 0. 1_Ld• • Vert(LL) -0.00 4-5 >999 240 Vert(TL) -0.00 4-5 >999 ": t?; Horz(TL) -0.00 4 n/a • • nfe • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 5=170/0-8-0 (min. 0-1-8), 4=131/0-3-8 (min. 0-1-8) Max Horz 5=8(LC 5) Max Uplift5=-184(LC 5), 4=-155(LC 4) BRACING - TOP CHORD QLATEi GRIP fv!1'20' IIT/a • • • Weight: 16 Ib • • Fe= 0% • Structural • sheathing • . b.0.0•• •• • • purlins. "" •"":"• BOT CHORD Rigid ceiling directly applied or 10'--0-0•oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withgtanding 184 Ib uplift at joint 5 and 155 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the tl•OAD CASE(S) Standard pidluao an,cx;turn Cf t4S(LTNS MEM PA. CML / BT X1141. PE 71245 Ci 000512 1220 511t 39th 'IMAGE t11A?A, FLORIDA 33155 TEL- (305) 2bI bI15 FAX- (30)16I-2044 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032207 2-9-16 M9 ROOF TRUSS 1 1 B1 Job Reference (optional) !. 3-8-4 �I 0-10-4 { 0-5-2 0-1-6 4-2-0 4-8-8 0-5-12 I • 0-6-8 to 1 6 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:07 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-60yPAFJBm_F93xkgtrhP3elaQ I_XT?h'rstYrY 1 zDLxs 6-10-14 7-5-0 8-7-12 3x4 = 2 2-2-6 0-6-2 1-2-12 0 0.2512 3 2x4 II T1 W3 W1 W2 B1 Aa • 4-2-0 4-7-2 4 8 8 0-5-12 5 2x4 II 6-10-14 2-2-6 4 • • 3x4 =• • .•••• • • • •• • 7-4-0711jQ•• 0-5-20- -0•• • ••• • • • •• • Scale = 1:9.2.. • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.15 BC 0.06 WB 0.04 (Matrix) DEFL.• in (loc) I/defl .1•161. Vert(LL) -0.00 4-5 >999 ..?$Q.. Vert(TL) -0.00 4-5 , >999 •18Q. • Horz(TL) -0.00 4 n/a n/a • • • • • • • P1,1•1966: GRIP •• 10T20 • 24;14d8Q' • Weight: 16 Ib • • • FLT, 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING- • • • • • TOP CHORD Structural wood saoathiig directly.applied or 6:11-15. c. • purlins. ' • •' • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=120/0-3-8 (min. 0-1-8), 5=180/0-8-0 (min. 0-1-8) Max Horz 5=8(LC 5) Max Uplift4=-143(LC 4), 5=-194(LC 5) ,FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C •Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withanding 143 Ib uplift at joint 4 and 194 Ib uplift at joint 5. rI an ei o � !3 fl 6 "Semi-rigid with fixed heels" Member end fixity model was used in the a al?��<�f~si U 1t �1u If • CG1LTN PA :'' � ?n' CML / 51RUC11RL PP 1Z249 .CAI 'SSt? 9 pitchbreaks LOAD CASE(S) Standard 1210 511139th TERRACE tIWII, FLORIDA 33155 TEL- (3'):62'.15215 FAX- (3051262-2014 MAX 1 8 20if Job Truss Truss Type Qty Ply A0032208 2-9-16 T1 • ROOF TRUSS 3 1 Job Reference (optional) -q-3r8 0-3-8 5-4-0 5x6 = 5-4-0 2x4 II 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 1 , I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-aaWnNbKp WH N0g5JtRZCebrgfPhAXC Kg_5X104TzDbcril 7-0-4 I 12-8-0 1-8-4 5-7-12.44 2x4 I I 3 5x6 = • Scale = 1:23.7 Camber = 1/8 in W W1 B1 W1 1 2x4 II 7 4x4 = 5-4-0 7-0-4 5-4-0 1-8-4 64x4 = • • • • • •• • 12-8-0,•••• 5-7-142•• • • • 2x4 II ••• • • • •••• • ••• • • • •• • • •• I• 0 m Plate Offsets (X,Y)— [1:0-2-8,0-2-12], [4:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0 •••• • • • •• •• 1:LATFoS M4-20•• • LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.52 BC 0.65 WB 0.57 (Matrix) DEFL. in (loc) I/defl • •ircg • • Vert(LL) -0.11 6. >999 240 • Vert(TL) -0.21 6 >694 '188° Horz(TL) -0.04 4 n/a • •rf/� •; • • • • • 244/190 • • • • Wei hl! 59 Ib • •FT•. % • ••• € LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=804/0-3-8 (min. 0-1-8), 4=804/0-3-8 (min. 0-1-8) FORCES. (Ib) - Max. Comp./Mak. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0 BOT CHORD 6-7=0/2128 WEBS 1-7=0/2007, 2-7=-382/0, 3-6=-388/0, 4-6=0/1972 NOTES - 1) Provide adequate drainage to prevent water ponding. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w} 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not LOAD CASE(S) Standard • • • • • • • Structural wood sheathing direetyapplted or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. h any nth@r I1uQ Ip -t sis and design of klis truss n.�p arida Cann% BritaRA PA CIVIL / B11 flPAL PE 21249 4:A COM2 1120 Sill. 39th TEt2RACE tun, ELORRIPA 3355 TEL -(05)262-.5225 FAX -(305)20.2044 MAX 1 8 2016 Job Truss Truss Type Qty PIy A0032209 2-9-16 T1A HOWE 1 2 Job Reference (optional) 2-5-2 2-5-2 1 4-6-5 2-1-3 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUz WOzo-aa WnNbKp WHN0g5JtRZCebrgiAhl WCRb_5X 104TzDLxr 8-0-2 11-5-1413-7-1 16-0-3 3-5-12 I 3-5-12 i 2-1-3 I 2-5-2 4x4 = Scale = 1:26.6 2-1-2 2512 4-6-5 2-1-2 0-4-0 2-1-3 Plate Offsets (X,Y)-- [6:0-2-12,0-1-8], [9:0-2-12,0-1-8] 8-0-2 3-5-12 • • • • • •• • •••• . • •••• • • ••• • • • • 11-5-14 • • `13=1-1 13 11-1' 16-X 3• •' 4 3-5-12 1 ' •'2-'1'-3 0-4- 2-1.L•• . • LOADING (psf) IITCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.34 BC 0.14 WB 0.12 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) •••• . • • • • • • • • ..•. in (loc) I/defl ..4k1. • 0.02 6-8• >999 ..24Q,' -0.03 6-8 >999 • vp• • 0.00 6 n/a • n/e • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 `Except* W3: 2x6 SYP No.2 REACTIONS. FORCES. (Ib) TOP CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 9=1475/0-8-0 (min. 0-1-8), 6=1475/0-8-0 (min. 0-1-8) Max Horz 9=18(LC 5) Max Uplift9=-1028(LC 4), 6=-1028(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-11=-1546/1085, 11-12=-1527/1085, 3-12=-1444/1104, 3-13=-1444/1104, 13-14=-1527/1085, 4-14=-1546/1085 3-8=-416/687, 2-8=-778/1166, 4-8=-778/1165, 2-9=-1157/900, 4-6=-1157/900 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9 2) All Toads are considered equally applied to all plies, except if noted as front (F) or b CASE(S) section. PIy to ply connections have been provided to distribute only Toad otherwise indicated. '3) Unbalanced roof live loads have been considered for this design.' 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TODL=5:C Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-2 to 2-11-14, Interior(1) 2-11-14 to 8 Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. Continued on page 2 • • • • •• •• PLATES moo.• • • Neigl :•175 Ib I -•-i tb% • • • • • •• • •••• • • Structural wood sheathing directtyiapp:ied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. olucslo. VOrkan the•LOAD caraTINs EXAMS, pA or (B), unless Uhk 5TJCTUR L . P.E. 12249 CGLt fir psf; h=TERRACE t11A+11, FLORIDA 3355 8 0-2 ti121*20. th,225. FAX- (305) 262-204 MAX 18 2016 Job Truss Truss Type Qty Ply A0032209 2-9-16 T1A HOWE 1 2 Job Reference (optional) 1. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:08 2016 Page 2 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-aaWn NbKpWHNOg5JtRZCebrgiAh I WCRb_5X 104TzDLxr NOTES - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1028 Ib uplift at joint 9 and 1028 Ib uplift at joint 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 Ib down and 137 Ib up at 6-0-0, 179 Ib down and 137 Ib up at 6-0-0, 179 Ib down and 137 Ib up at 10-0-0, 179 Ib down and 137 Ib up at 10-0-0, and 235 Ib down and 180 Ib up at 8-0-2, and 235 Ib down and 180 Ib up at 8-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-5=-20, 1-3=-90, 3-5=-90 Concentrated Loads (Ib) Vert: 7=-358(F=-179, B=-179) 8=-470(F=-235, B=-235) 10=-358(F=-179, B=-179) 1. ••• • • • •••• • • •• •• • • ••• • • • • • •• • • •••• • • • • • • • •••• •• •• • • • • •• •• • • • • • • • • • • • • • • • • • • • •• • • •••• • • • • 1220 511139th TERRACE Mkt, FLORIDA 33135 TEL- 0f05)261 i.22 FAX- (3f/52262 -W14 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032210 2-9-16 T2 ROOF TRUSS 1 1 Job Reference (optional) 1-4-0 1-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-3n49bxLRHbVtI Ft3_Gjt83NrZ5X6xuC8KB 1 xcwzDLxq 4-2-06-10-14 7-5-0 8• 2-10-0 2-8-14 0-6-2 1. 0.25 12 4x8 Scale = 1:13.0 2x4 II 4 3x4 = 1-4-0 1-4-0 72x4 II 2-6-0 10- 4-2-0 1-2-0 I 0-4-0 I 1-4-0 6 3x4 = T2 • • • • • 6-10121 • 2-8•P4►: • • ••• • • • •••• W4 52x4 II • ••• 7-4-0 • •• • 0-5.211•• • • 0-1-0 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.50 BC 0.63 WB 0.10 (Matrix) DEFL. in (loc) ,-Vert(LL) 0.08 5-6 Vert(TL) 0.07 5-6 Horz(TL) -0.00 5 •••• I/defl •• >663 24 • >745 ..12r).: n/a • •n/a • • • • • PlaPMT20�� 214841 9a • • • • Weight: 29 Ib FB= 0% • LUMBER - ,TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 5=273/0-3-8 (min. 0-1-8), 7=868/0-8-0 (min. 0-1-8) Max Horz 7=175(LC 4) Max Uplift5=-382(LC 5), 7=-727(LC 4) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-329/428 BOT CHORD 1-7=-365/365, 6-7=-365/190 WEBS 2-7=-650/558, 3-6=-346/432, 4-5=-196/295, 2-6=-272/473 • NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0 sf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 7-3 DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent+n 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 727 Ib uplift at joint 7. 7) Girder carries hip end with 0-0-0 right side setback, 4-2-9 left side setback, and 4-2 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the s 9) Hanger(s) or other connection device(s) shall be provided sufficient to support con 248 Ib up at 4-2-0 on top chord. The design/selection of such connection device('s,, '40) In the LOAD CASE(S) section, loads applied to the face of the truss are noted aS front Continued on page 2 • • • Structural woodis� eat• • hi i•g directI, Tied or �9-€IS : purlins. • • • Rigid ceiling directly applied or 6'U--0 oC bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -4r, Lumber DO =1.60 plate grip ©0E©d© gclivigum • ve loads. COMM FA uplift at joint 5CA / 6T�Cn 1 F.E.222�9 . CA 0005512 sign of t717P4OhTE5"AcE "4 11, RLORIDA 3365 ith sta ) 172 Itib+dr1132' "125 FAX- (9051261-20N oncibility ofik.koro (F) or back (By MAY 1 8 ZUif 1.0 • Job Truss Truss Type Qty Ply A0032210 2-9-16 T2 ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 t. Uniform Loads (plf) Vert: 1-3=-90, 1-5=-28(F=-8), 3-4=-125(F=-35) Concentrated Loads (Ib) Vert: 3=-172(F) t• 7.630 s`Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-3n49bxLRHbVtI Ft3_Gjt83NrZ5X6xuC8K61 xcwzDLxq •••• • • • • •••• • • • • •• • 6 ••• • • • • • •• • • • • • •••• • • • • • • 6 • • •••• •• •• • • • • •• •• • • • • •• • • • • • • • • • • • • • • • • •• • •••• • • • • • • P cDrll r do nfa. QaPTan CCNSILTIM INGINEEZ, P.4 CML J BTTd-C11RlL PE. 22249 CA12 1II0 5111 nth TEgRACE t11011, FLORIDA 3355 TEL- (305) 2b2 6225 FAX- f30W 262-20H MAX 1 8 Z016 Job Truss Truss Type Qty Ply A0032211 2-9-16 T2A • ROOF TRUSS 5 1 Job Reference (optional) -9-3T8 0-3-8 5-4-0 5x6 = 5-4-0 2x4 I I 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUz WOzo-3n49bxLRHbVtI Ft3_Gjt83NgA5 Wlxnw8KB 1 xcwzDLxq. 7-0-4 12-8-0 1-8-4 5-7-12 2x4 I I 3 Scale = 1:22.7 Camber = 1/8 in 4x5 = W W1 W1 8 2x4 I I 5-4-0 5-4-0 7 4x4 = 7-0-4 6 4x4 = 1-8-4 Plate Offsets (X,Y)— [1:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0] • • • • • •• • 1 Q'8 ' 5•? -•12• • •••• •• • • • • •••• • ••• • • • .• • 2x4 I I • • • • .I . • • • • LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0.65 WB 0.57 (Matrix) DEFL. in (Ioc) Vert(LL) -0.11 6 Vert(TL) -0.21 6 Horz(TL) -0.02 5 1/defl >999 >692 n/a •••• • 1144•• • 80 •• • • •• •• Pj..ATE.S 1111000• • 2i4/J g4 • • V��Ijlbi.'�9Ib ."46% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 1=804/0-3-8 (min. 0-1-8), 5=804/0-3-8 (min. 0-1-8) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0, 4-5=-730/0 6-7=0/2128 1-7=0/2007, 2-7=-382/0, 3-6=-389/0, 4-6=0/1971 NOTES - 1) Provide adequate drainage to prevent water ponding. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w anv othar live Inarlc 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal sis and • • • • • • •• • •••• • • Structural wood sheathing diredtly oapltd or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. design y e gn of this truss. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not ex LOAD CASE(S) Standard• • DMICa9Cg1D. ITC;Irtlan C,G! &LTPf's BritEERS, PA CML 1 571VIR6L P..22249 CA 0003512 1220 511139th TERRACE MIMI, FLORIDA 3355 TEL- (305)762•.n225 FAX- (305)262-2044 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032212 2-9-16 T2AA ROOF TRUSS 1 1 Job Reference (optional) 1-4-0 4-2-0 1-4-0 1-4-0 1-4-0 2-10-0 3.00 12 4x8 4 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-3n49bxLRHbVtI Ft3_Gjt83Nt75bVxv68KB 1 xcwzDLxq 6-10-14 7-5-0 2-8-14 0-6-2 0.25 FIT Scale = 1:10.9 5 2x4 II T2 W5 R1 9 10 2-6-0 1-2-0 Plate Offsets (X,Y)— [2:0-3-4,0-1-8] 8 2x4 11 2-10-0 0-4-0 7 3x4 4-2-0 1-4-0 • • • • • •• • 6-10-14•••••• 2-8-14 •••• 'WADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.33 BC 0.34 WB 0.04 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) 0.05 6-7, -0.04 6-7 -0.00 6 •• •• I/defl • • j�/•d• • >999 • 240 • >999 • 180 • n/a ; nip• • •• • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 6=202/0-3-8 (min. 0-1-8), 8=487/0-8-0 (min. 0-1-8) Max Horz8=137(LC 4) Max Uplift6=-253(LC 5), 8=-434(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-271/242 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5. Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-0-0 to 4-2-0, Interior(1) 4-2-0 to 7-3-4; DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent `6) Provide mechanical connection (by others) of truss to bearing plate capable of with 434 Ib uplift at joint 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the •••• • • •••• • ••• • • • •• • • • • •• • • •• •• • • PLATES MT2b • • 6 2x4 11 •. • • 7-4-07151-8 0-s�10 • • aaRIP . 244/N) • • • Waigbt: 26 Ib : • rt•40% • • • •• • Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Opsf; BCDL=5.0psf; h=22ft; Cat. II; Lumber DOL=1.60nlate_Grin LOAD CASE(S) Standard [o Jp01:11 d O . Mo gkazigUll ive loads. COt A.TW PA b uplift at joint 1 8T1a a . • sign of this�trrss24 l C! 1220 5I139th TEt2f2ACE tt14j f1DRIDA 3355 TEL -(3E5)262. 225 FAX -(305)262.2f44 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032213 2-9-16 T2B ROOF TRUSS 1 1 Job Reference (optional) 3-8-4 2-4-4 t. Lc. 5 4-2-0 0-5-12 3.00 TIT 2 I 2 (1 4x8 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page 1 ID:yR7aErAsbxAZuJ6S81 ewNUz WOzo-3n49bxLRHbVtIFt3_Gjt83NtE5eDxvBBKB 1 xcwzDLxq 6-.10-14 7-5-0 8-7-12 2-8-14 0-6-2 1-2-12 0.257 3 2x4 11 T2 W2 W3 W4 B1 3x6 = 3-8-2 31-4 4-2-0 0-10-2 0-0-20-5-12 Plate Offsets (X,Y)-- [2:0-3-4,0-0-12 6-10-14 2-8-14 • • •••• • • • •4 •• • • ••• • • • •3x4 — — •• • • • •-4-07fr 0• • 0-5-2 01140 •• • • Scale = 1:9.2 • •• • • • • 9 ro 2-14 • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.32 BC 0.17 WB 0.04 (Matrix) •• •• DEFL. in (loc) 1/deft Vert(LL) -0.01 4-5, >999 • 240 • Vert(TL) -0.02 4-5 >999 ' 180 Horz(TL) -0.00 4 n/a : n//• • •• • • PLAIES MT20 • • GRIP • 244/190 • • • liVeiti:,20 Ib • FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 5=184/0-8-0 (min. 0-1-8), 4=197/0-3-8 (min. 0-1-8) Max Horz5=41(LC 4) Max Uplift5=-170(LC 5), 4=-238(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. t. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 3-10-0 to 4-2-0, Interior(1) 4-2-0 to 7-3-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs 238 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard 1 ` •• • Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. th to is e °a irsileand° rl cluz uplift at joie ENCIKERA PA CML 18TiG11 L . sign of this tps22249 cA cJmii 1210511t 351fi TERRACE fMA'7I, FLORIDA 33E5 T.I-- (305)22 b125• FAX- (905) 21.2.201-1 MAY 1 8 2016 ->-31 Job Truss Truss Type Qty Ply A0032214 2-9-16 T2C ROOF TRUSS 1 1 Job Reference (optional) 4-2-0 4-2-0 3.00 12 4x8 3x4 = 2-6-0 21101-0 4-2-0 2-6-0 d-4-'0 1-4-0 Plate Offsets (X,Y)-- [2:0-2-11,0-0-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 10 630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Pa ID:yR7aErAsOxAZuJ6S8 1 ewNUzWOzo-3n49bxLRHbVtI Ft3_Gjt83Nn I5 WuxuC8KB 1 xcwzDLxq 6-10-148-7-12 9-6-0 13-5-0 2-8-14 I 1-8-14 10-10-4 3-11-0 0.25 [1-2- 2x4 11 Scale = 1:23.3 Camber = 1/8 in A 2x4 11 3x4 = 4 5 12 W3 9 W4 6• 2x4 11 2x4 11 83x4 = 6-10-14 2-8-14 W6 7 x4 H I 0000 • • • • ..•• • • • • .• • . ••. • • • • • .. • • • • • 9-6-0 9110 0 •.•• 13-6-0 . 2-7-26' -4- •••• . 3`,i.Q' •: • • SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.70 BC 0.70 WB 0.10 (Matrix) •. •• DEFL. in (loc) I/defl:4Y11.:.: • U d Vert(LL) 0.09 9-10 , >876 •24u• • Vert(TL) -0.19 9-10 >423 • 180 ' Horz(TL) -0.00 7 n/a • n/Q • • • • • •••.•. PLATES GRI•: • MT2tl 244/19Q • • • • Weig•ht:5 4 Ib : •F' -r ! D%• • 'CUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD •• • Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=226/0-3-8 (min. 0-1-8), 8=865/0-8-0 (min. 0-1-8), 11=970/0-8-0 (min. 0-1-8) Max Horz 11=170(LC 4) Max Uplift7=-249(LC 5), 8=-538(LC 4), 11=-695(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-277/273, 6-7=-229/305, 5-12=-177/259, 6-12=-175/260 BOT CHORD 10-11=-264/166, 9-10=-264/170, 8-9=-264/170 WEBS 6-8=-272/178, 2-11=-564/464, 5-8=-641 /569 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0 sf BCDL=5.0osf; h=22ft: Cat LL Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 13- 4; Lumber DOL=1.60 �O �aCcJ ' plate �griipp• ��. umU�3 DOL=1.60 tll�3l`7l'�R! U 2) Provide adequate drainage to prevent water ponding. . " �* 3) Plates checked for a plus or minus 0 degree rotation about its center. COCULTB s larittEF5, PA. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentive loads. t 8L 5) Provide mechanical connection (by others) of truss to bearing plate capable of with to = '4°! ;e uplift at joi 538 Ib uplift at joint 8 and 695 Ib uplift at joint 11. `u . - 72249 CACOMM 6) Girder carries hip end with 0-0-0 right side setback, 4-2-9 left side setback, and 4- I20 ylu 39th TE`�ACE fp4yl ""33557) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the n_ F sign of FAX- (365) 262-2°H 8) Hanger(s) or other connection device(s) shall be provided sufficient to support cone '' - • s) 21011:146M1362.6". t. 174 Ib up at 4-2-9 on bottom chord. The design/selection of such connection devic ) ;3 tl,c ,c3No„3;L;I ty dr others. Continued on page 2 Max 18 2016 Job Truss Truss Type Qty Ply A0032214 2-9-16 T2C ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:09 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-3n49bxLRHbVtIFt3_Gjt83Nn I5WuxuC8KB 1 xcwzDLxq NOTES - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard tj) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 1-10=-20, 7-10=-28(F=-8), 3-6=-125(F=-35) Concentrated Loads (Ib) Vert: 10=-210(F) •• • . • • • • •••• • • • •• • • ••• • • • •• • • • •••• • • • • • • • •••• •• •• • • • • •• .• • • • • • • • • • • • • • • • •• • • • • • • • •• • •••• • • • • • CDPl(D. u0cfCrTM CCivi LTeii Men PA CML / b1 ic1 RAL Pt 222491WW2 1I20 51 391h TERRACE t IAHI, FLORIDA 3355 TEL- (305) 2b2.1+225 FAX- (305) 262-204 MAY 1 8 2016 Job Truss Truss Type Qty Ply • A0032215 2-9-16 T2D ROOF TRUSS 1 1 Job Reference (optional) 1-8-0 1-8-0 3.00 FIT 4x8 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:10 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkwOSFY_E6gGvOeVzZgKYHYrnV9MzDLxp +a 6-1-12 1 7-0-0 I 10-7-8 1Q-11-0 4-5-12 0-10-4 3-7-8 c-3- 0.25 ITT x4 11 9 Scale = 1:18.9 3x4 = 4 12 2x4 11 1-8-0 1-8-0 3x4 = 7-0-0 a• 4x8 = 5-4-0 7-4- d-4- • ••• • • • • 0041• 5 2x4 11 • • • • •• • • ••• • • • • • •• • • • Plate Offsets (X,Y)-- [2:0-3-4,0-0-12 • ••••10-11-0• • • • • • • i 1 r LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.23 WB 0.16 (Matrix) .. .. DEFL. in (loc) 1/deft • 1 1: Vert(LL) -0.01 6-7 . >999 .L4 Vert(TL) -0.04 6-7 >999 6180 • Horz(TL) 0.00 5 n/a : n/a• • • •• • • PLATES GRIP • MT20. 244/1 10. • • • • • Weight.54 Ib : tt =lc/o • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD •• • Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=150/0-8-0 (min. 0-1-8), 8=346/0-8-0 (min. 0-1-8), 6=673/0-8-0 (min. 0-1-8) Max Horz 8=85(LC 4) Max Uplift5=-141(LC 5), 8=-228(LC 4), 6=-436(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-392/228, 1-8=-340/216 BOT CHORD 6-7=-260/354 WEBS 1-7=-204/408, 3-6=-490/437, 2-6=-328/236 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf• BCDL=5.0osf: h=?.fit' Cat It Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 1-8-0, Interior(1) 1-8-0 to 10-9-4;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. fY. OPO`'" "d© 3) Plates checked for a plus or minus 0 degree rotation about its center. TIM BrilliElli PA. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi h e loads.GME / iticist 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstgn ); 1 t uplift at joint 22249 a Dom 228 Ib uplift at joint 8 and 436 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used ih the anal LOAD CASE(S) Standard gn of t42la39th TERRACE tlillr1l, RLORIpA 33155 TEL- (305)262 025- FAX- (30) 262-2011 l' Max 18 2018 Job Truss Truss Type Qty ` Ply A0032216 2-9-16 T3 ROOF TRUSS 5 1 Job Reference (optional) 411. 3x5 11 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:10 2016 Page ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkwOSFY_E6gGv1ZVr1gJrHYrnV9MzDLxp 3-8-8 7-5-0 3-8-8 3-8-8 3x4 = 2 Scale = 1:15.4 Camber = 1/4 in 2x4 II 3 T1 W1 B1 3x4 = 7-5-0 • • • • • •• • • •••• 4 4x4 = ••• • • • •••• • ••• • • • •• • • • 7-5-0 • • •••• • • • •• •. • • • -44 Plate Offsets (X,Y)— [1:0-2-12,0-0-0] `WADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.71 WB 0.20 (Matrix) DEFL. Vert(LL) - Vert(TL) Horz(TL) •••••• in (loc) l/defl L/d - 0.15 4-5. >553 : 2.4 : - 0.39 4-5 >221 • 180 ' 0.00 4 n/a : n/r •• • • • • • PLATES dFFI15•: • MT2b 244/19D • • • • • V1�aigi t: 36 Ib : °F' -f t'b% •• • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=463/0-3-8 (min. 0-1-8), 4=463/0-3-8 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=0/309 BOT CHORD 475=0/700 WEBS 2-4=-739/0, 2-5=-739/0 •• • Structural wood sheathing directly applied or 7-5-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Provide adequate drainage to prevent water ponding. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi h any other live loads 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the alysis and design of this truss. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not ex ; n.OlzileacDC6D gRJ U LOAD CASE(S) Standard • CANEULTIM BOOM PA CAL ! STREW. P.. 22249 C.A EOM 1220 5111. 39th TERRACE HIM, FLORIDA 3353 TEL- (305)20 025. FAX- (3015)162-704 MAY 1 8 2018 Job Truss Truss Type Qty Ply A0032217 2-9-16 T3A ROOF TRUSS 1 1 W3 W4 W1 Job Reference (optional) 3x5 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:10 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkwOSFY_E6gGv2xVOJgMjHYrnV9MzDLxp 4-10-0 4-5-0 4r6 I8 4-5-0 0'' 1-8 2 3x4 = 0.25 12 0-3-8 3x5 = T1 T2 W2 W3 W4 W1 — B1 5 3x4_ NIIV 2x4 II • 2-5-0 2-5-0 • • • • • •• • • 4-10-0.••••, 2-5-0 •••• • 4•• 2x4 11 • • • • • • • • Scale = 1:9.6 v d .• • • • •1 • •• . • • ..:.y - Plate Offsets (X,Y)-- [1:0-2-4,0-1-8],[3:0-2-4,0-1-8 • - LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.26 BC 0.05 WB 0.02 (Matrix) •• •. DEFL. in (loc) I/defl • L4r .. Vert(LL) -0.00 5 • >999 •240' : Vert(TL) -0.00 5 >999 X180 Horz(TL) 0.00 4 n/a : n/a. •. •• • • PLAITS GRIP • • MT20 • 244/190► • • Vy8igl:t! 7.5 Ib • FT = (!% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 6=250/0-3-8 (min. 0-1-8), 4=250/0-3-8 (min. 0-1-8) Max Horz 6=7(LC 5) Max Uplift6=-253(LC 4); 4=-252(LC 5) BRACING - TOP CHORD •. • Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. `FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 2-6-0, Interior(1) 2-6-0 to 4-8-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. • 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 252 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in thea LOAD CASE(S) Standard th a a Mad°.D fcipigun at joint 6 and COILTCd's atoms, PA sign of this trust / 579JC1U 1. P.E. 11249 CA 0005911 1220 Sit 39th TERRACE `11.011, PI.DRIDA 33!55 TEL- (305)2&2.d2I5 FAX -(305)262-2044 MAX 1 8 2016 Job Truss Truss Type Qty Ply W1 A0032218 2-9-16 T4 FLAT 1 1 B1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:10 2016 Page ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkw0SFY_E6gGvz0VzAgMOHYrnV9MzDLxp 4-10-0 3x4 = 1 5 4-10-0 6 2 2x4 11 T1 W1 W1 W2 B1 • 2x4 II 4-10-0 • • • • • •• • • •••• ••s•• 3x4+.•• • • • •• • Scale = 1:9.5 •• • • • • • 4-10-0 •••• •• •. • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.58 BC 0.25 WB 0.00 (Matrix) DEFL. in Vert(LL) -0.03 Vert(TL) -0.06 Horz(TL) 0.00 ttUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=250/0-3-8 (min. 0-1-8), 3=250/0-3-8 (min. 0-1-8) Max Uplift4=-270(LC 4), 3=-270(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-204/293, 2-3=-204/293 (loc) I/defl ••r./44. 3-4 >999 • •44)• • 3-4. >854 • 180 • 3 n/a • n/a • • • • • • •• • • • • CMP••• MT20 244/1,90 • • • Weight: 25 Ib • FT =l0% • • • •• • • Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-8-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent th any other 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 270 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard live loads. sign of thiatettrtn EficitiEM, PA CML 18TRiC11L FE 122,49 . C11 WM 1220 511139th TERRACE t11011 FLORIVA 33!55 TEL -(305)262.6215. FAX- (305)2b2.2014 MAX 18 2016 Job Truss Truss Type Qty Ply A0032219 2-9-16 T5 ROOF TRUSS 2 1 Job Reference (optional) t. !. -2-4-8 2-4-8 3.001-1-1 .630 s Jul 9 2015 MITek Industries, Inc. Tue May 24 08.48. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkwOSFY_E6gGvtMVrMgLVHYrnV9MzDLxp 7-0-8 14-1-0 7-0-8 7-0-8 4x4 = Scale = 1:27.0 Camber = 3/16 in 7-0-8 • • • • • •• • • ••1411-0 ••• • • • •••• • • ••• • • • • • •• • • • • • •• • • • • 7-0-8 •••74-0-8 •• •• '1 Plate Offsets (X,Y)-- [3:0-2-0,0-2-8], [5:0-3-0,0-3-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 ] • • CSI. TC 1.00 BC 0.75 WB 0.07 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.13 4-5 . >999 Vert(TL) -0.27 4-5 >588 - Horz(TL) 0.04 4 n/a •• •• ••Ud•• 240 180 • n/3•• •• • PLATS GRIP • • IVT20 • 244/198 • • • 1�11QfgVf. i 9 Ib • FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 4=713/0-8-0 (min. 0-1-8), 2=1010/0-8-0 (min. 0-1-8) Max Horz2=56(LC 4) Max Uplift4=-479(LC 5), 2=-863(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-6=-1566/926, 3-6=-1478/934, 3-7=-1472/947, 7-8=-1480/938, 4-8=-1560/937 2-5=-813/1428, 4-5=-813/1428 3-5=0/316 *NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0; Exp C; Encl., GCpi=0.18; C -C •Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-0-84 E Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 863 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the • • • Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. sf; BCDL=5.0psf; h=22ft; Cat. II; -coo. o cfcrigian • ccNS(A.TPYs EOM, PA ve loads. GH / 6TFainNAL uplift at joir}tt 1'i sign of tinivtalg4th TERRACE til il, FL R1DA 3355 ILL- f 305) 2&2 6215. FAX- (305)1&2-3014 LOAD CASE(S) Standard MAX 18 2018 Job Truss Truss Type Qty Ply A0032220 2-9-16 T5A ROOF TRUSS 2 1 Job Reference (optional) -2-4-8 2-4-8 2 3.00 FIT 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:10 2016 Page 1 - ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkw0SFY_E6gGvtMVrMgLvHYrnV9MzDLxp 7-0-814-1-0 7-0-8 I 7-0-8 4x4 = 3 Scale = 1:27.4 Camber = 3/16 in k 5x6 = 7-0-8 5 5x6 = 7-0-8 • • • • • •• • • ••140 e *? 0-8 •••• • • •••• e s. 5x6 = • 3 • ••• • • • . •• • • • • • • .• •• •• • • I• -co b Plate Offsets (X,Y)— [3:0-2-0,0-2-8],(5:0-3-0,0-3-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 1.00 BC 0.75 WB 0.07 (Matrix) • • •• •• DEFL. in (loc) I/defl •.I./ 1.. Vert(LL) 0.13 4-5. >999 : 240 1: Vert(TL) -0.27 4-5 >588 180 Horz(TL) 0.04 4 n/a ; n/e • •• • • • • PLAIES GRIP, • VT20 • 244/190 • • • Mcltt:• 9 Ib • FT =41% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 4=713/0-8-0 (min. 0-1-8), 2=1010/0-8-0 (min. 0-1-8) Max Horz2=56(LC 4) Max Uplift4=-479(LC 5), 2=-863(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-6=-1566/926, 3-6=-1478/934, 3-7=-1472/947, 7-8=-1480/938, 4-8=-1560/937 2-5=-813/1428, 4-5=-813/1428 3-5=0/316 NOTES - 1) Unbalanced roof live loads have been considered for this design. •• it Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.C'rsf; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-0-8 E Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of with sta 863 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used. in the an LOAD CASE(S) Standard BCDL=5.0psf; h=22ft; Cat. 11; 08c�i 4ort CTRYs $1's, PA ve bads. / $L uplift at joint Phil 9 �1tIm sign of t g KA*il, FLORIDA. 3355 TEL -(30512&2b225: M -(3851262-20N MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032221 2-9-16 V10 ROOF TRUSS 2 1 1' Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S61ewNUzWOzo-?9BwOcMhpCIbXY1S6hmLDUSAIvIRPowRnVW2hozDLxo 10-8-8 10-8-8 3.00 riT 2x4 I 2 Scale = 1:17.8 2x4 II B1 ST W1 •••••4•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 3x4 5 2x4 II • • • • •••• 4 2x4 II • • • • •• • • ••• • • • • • •• • • 00441 • • •••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.45 BC 0.31 WB 0.09 (Matrix) • DEFL. in (loc) I/defl • *Lid • • Vert(LL) n/a - n/a • 6QI • • Vert(TL) n/a - n/a ; 999 Horz(TL) -0.00 4 n/a • n/a • • • • •• • • • • • • •• •• • • • • • • • •.••• PLATES GRIP o • • � • MT20 244/199 • • • 1%Jeight:35Ib :.g.67•:°/0 •.•• • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 • OTHERS 2x4 SP No.2 • • • BRACING- •• • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=246/10-8-8 (min. 0-1-8), 4=130/10-8-8 (min. 0-1-8), 5=656/10-8-8 (min. 0-1-8) Max Horz 1=221(LC 5) Max Upliftl=-169(LC 4), 4=-153(LC 5), 5=-464(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-504/492 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-6-12; Lumber DOL=1.60 plate grip DOL=1.60 *2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w ith 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 153 Ib uplift at joint 4 and 464 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used inthe f _ LOAD CASE(S) Standard up • ift at joint LTI'S B(Sy PA sign ofthis trusSIA/5T Cfl'11. PE 22249 CA 00Z5N2 1220 Sill 39th TERRACE HMI, R.ORIDA 3355 TEL- (305) 70,025 FAX- (305) X2-2014 MAY 1 8 Z016 Job Truss Truss Type Qty Ply A0032222 2-9-16 V10A ROOF TRUSS 1 1 Job Reference (optional) •. • 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-?9BwOcM hpCIbXY 1 S6hmLDUSBpvIQ Po?RnV W2hozDLxo 9-10-810-8-8 9-10-8 I 0-10-0 3.00 12 2x4 I I 2 ST1 Scale = 1:17.8 - 3x4 = 2x411 • 3 4 T2 • W1 61 ,•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••��• 3x4 10-8-8 6 2x4 II • • • • • •• • • •••• •••• • • •• • • • ••• • • • • • • • • • 5 2x4 H I • • • • • • 10-8-8 ••••- •• . • • Plate Offsets (X,Y)-- [3:0-2-0,Edge LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014ITPI2007 CSI. TC 0.45 BC 0.32 WB 0.08 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - -0.00 5 I/defl n/a n/a n/a •• •• .lfd.•• :999' 41,1 999• • • n/a. • •• • • • PLATS IVLT20 • • GRIP •• 24411%:• • • VYelgl=tf 5 Ib • FT = I)% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP.No.2 OTHERS 2x4 SP No.2 •. BRACING - TOP CHORD •• • Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=250/10-8-8 (min. 0-1-8), 5=134/10-8-8 (min. 0'1=8), 6=648/10-8-8 (min. 0-1-8) Max Horz1=176(LC 5) • Max Upliftl=-179(LC 4), 5=-153(LC 5), 6=-432(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-497/461 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 9-10-8, E har1^,(2)9 10.9.i® 1Q.0 12 Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs 153 Ib uplift at joint 5 and 432 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar LOAD CASE(S) Standard e loads. Cala LTI% $ PA uplift at joint 1, CME 1 BTRUCTif1 ign of this truss. CA g 1220 511139th TE.CRACE t1IA+11, FLORIDA 3353 TEL -(305)262•.e225 FAX -(3051261-2014 MAX 18 2018 Job Truss Truss Type Qty Ply A0032223 2-9-16 V10B ROOF TRUSS 1 1 Job Reference (optional) • !. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-?9BwOcM hpCIbXY 1 S6hmLDUSEOvJKPpJ RnV W2hozDLxo 7-10-8 10-8-8 7-10-8 3.007 T1 9 2x4 I I 2 8 . T1 4x4 = W1 2-10-0 Scale = 1:17.8 2x4 I I 4 W2 ♦.•••••••••••••••.•••••••••••••••••••••••••0•••••••••••••••••••••••••••••••♦ 3x4 s-".- 7-10-8 7 2x4 I I 6 2x4 I I • • • • • •• • 7-10-8 • • 10.E -Er 2-115.0 • • PWiTE•S : MTV/ •• • • 'GOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.19 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.00 5 n/a E18•• • 99.9•• 4000 • • • • 5 2x4 I I • • GIMP • 244/1:0•• Weigh; 35 Ib FT % • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib) BRACING - TOP CHORD -BOT CHORD All bearings 10-8-8. Max Horz 1=78(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-162(LC 4), 5=-157(LC 4), 7=-337(LC 5), 6=-183(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 6 except 7=477(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-366/347 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 7-10-8, Lumber DOL=1.60 plate grip DOL=1.60 <Q) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 157 Ib uplift at joint 5, 337 Ib uplift at joint 7 and 183 Ib uplift at joint 6. ' 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an sf; h=2�2fftCaat.. ISI j [� -8®,��0. Iht 11 • 00611.16 ENG EERS, FA. CML / BTRiCTtl t4L loads. Pi. 12249 CA lagM12 plift at joint 1, 1220 Silt 39th TERRACE MIAMI, FLORIDA. 33155 ign of thiLtr4 5) 262.u225. FAX- (301263.2®N • • Structural wood sreataihq directr!, applied or 6-4-Qpv•: purlins, except enct'ertioals. • • • • • • Rigid ceiling directly applied or 1Q-0.doc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard MAY 1 8 Z01€ Job Truss Truss Type Qty Ply A0032224 9-16 V10C ROOF TRUSS 1 1 Job Reference (optional) 4-3-0 4-3-0 3.00 F1T T1 4x4 = 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-TLIIDyNJa WtS9icegPHamh?Q4Jhg8Gka09GcDFzDLxn 7-6-0 10-8-8 3-3-0 3-2-8 4x4 = 3 12 —IA 1 Ti Scale = 1:17.5 4 B1 3x4 4-3-0 6 2x4 II 7-6-0 5 2x4 II • • • • • •• • 4-3-0 3-3-0 • 3x4 •••• • • •••• • • ••• • 18;$8: •I 3-2-$ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.16 BC 0.11 WB 0.05 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - . n/a 0.00 4 n/a .g91•. •999•• •slia.• • • • RATES: GIP • Mr20 • • 244/:917. • • • Weigtit: 32 Ib FT, 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. All bearings 10-8-8. (Ib) - Max Horz 1=32(LC 4) • Max Uplift All uplift 100 Ib or less at joint(s) except 1=-136(LC 4), 4=-140(LC 5), 6=-269(LC 4), 5=-265(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 4 except 6=374(LC 7), 5=373(LC 8) 1. BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten: - All forces 250 (Ib) or less except when shown. WEBS 2-6=-294/282, 3-5=-294/278 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5. Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-3-0, Interior(1) 4-3-0 to 10-6-1 DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent H ith 7) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 140 Ib uplift at joint 4, 269 Ib uplift at joint 6 and 265 Ib uplift at joint 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana ysis an • • • Structural wood slieaih'Ieg directly applied or 614 so • purlins. • • • •••• • • Rigid ceiling directly applied or 6-94 oabracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 sf; BCDL=5.0psf; h= Or ai-1121 LOAD CASE(S) Standard ve loads. uplift at (1139th TERRACE M1k11, FLORIDA 3355 TEL -f3'5)262.'225 FAX- (05)262-204 design of this truss. Caded_11 a, Dams, PA. CMk / BTROCIUTAL P.l.22249 C! 0005511 MAY 1 8 2016 Job Truss Truss Type Qty Ply A0032225 2-9-16 V12 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-TLI I DyNJa WtS9iceg PHamh?NiJeK8FPa09GcDFzDLxn 6-0-0 12-0-0 ii 111.10 6-0-0 4x4 = - 3.00 12 p T1 • ISI 6-0-0 T1 3 NNW Scale = 1:19.2 3x4 4 2x4 II 12-0-0 • • • • • •• • 3x4 •• • • • • •••• • • ••• • • • • • 12-0-0 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress !nor YES Code FBC2014/TP12007 CSI. TC 0.37 BC 0.27 WB 0.07 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl • 1.7c1.• • n/a - n/a 99J • n/a - • n/a 0.00 3 n/a •sr%a••• •9gg.•• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD • • • • • • • PLATES: GRIP • Mf 2 • • 244'/ild • • • Weight: 34 Ib FT/F.0% • • • • Structural wood 4heateng directly applied or 6•b.0Doo•: urlins. •• •• •• • • • • • • p • • • Rigid ceiling directly applied or 10•01e-0 ot bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=221/12-0-0 (min. 0-1-8), 3=221/12-0=0' (miri. 0-1-8), 4=618/12=0-0 (min. 0-1-8) Max Uplift1=-189(LC 4), 3=-189(LC 5), 4=-426(LC 4) Max Grav1=232(LC 7), 3=232(LC 8), 4=618(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-435/401 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-0, Exte DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wth 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs.an 189 Ib uplift at joint 3 and 426 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard BCDL=5.0psf; h=22ft; Cat. II; rior(2) 6-0-0 to 9-0-0; Lumber ears1Endo nit Q uplift at joira51LTIG BritEEK PA. CML 1 BTRICit 1 gn of this tr v22249 4A 1220 5!!!391h TERRACE t1f011, FLORIDA 33155 TEL- (305) 262•.b225 FAX- (305) 262-2044 MAX 1 8 2016 Job Truss Truss Type Qty Ply A0032226 2-9-16 V20 ROOF TRUSS 2 1 Job Reference (optional) t. 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-TLI I DyNJaWtS9iceg PHamh?I_Jcp8FKa09GcDFzDLxn 10 8-8 I 15-7-8 20-6-8 10-8-8 4-11-0 4-11-0 Scale = 1:34.7 3x4 10-8-8 9 5x6 = 2x4 II 15-7-8 2x4 II 10-8-8 4-11-0 • • • • •• • r• ••• • • • 20-6sa 4-11-Q 6 2x4 II Plate Offsets (X,Y)-- [9:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.68 BC 0.43 WB 0.08 (Matrix) •••• • • • • • DEFL. in (loc) I/defl rid" Vert(LL) n/a - n/a •gc49• • • • Vert(TL) n/a - n/a •999• • Horz(TL) 0.00 6 n/a • a/a• • • • • • • • • PLAME?• GO: ••• AZO.: • 24.4110' • •• • � W�ight:•71Ib •F•Tiw��,w'o • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 20-6-8. (Ib) - Max Horz 1=194(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) 8 except 1=-181(LC 4), 6=-146(LC 5), 9=-437(LC 4), 7=-361(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 6, 8 except 1=315(LC 1)„ 9=755(LC 1), 7=631(LC 1) tEORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-9=-564/430, 4-7=-517/415 NOTES - 1) Wind: ASCE 7-10; Vult=175m0h (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0rf; BCDL=5.0•sf; h=2 ft; Cat. I Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 20-4-12; Lu' ==" 1.:,M �I �g. VCIPTA115 DOL=1.60 2) Provide adequate drainage to prevent water ponding."'' �� =NUM EltitEERS, PA. 3) Plates checked for a plus or minus 0 degree rotation about its center. '; ""` ±Fk ; CML 1$TRICjlPAL. 4) Gable requires continuous bottom chord bearing. " P.E. 21249 . CA OX55t2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht wi h y % r s e loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs any ,. 10s,. uplift at 112)00 %III TERRACE MAH FLORIDA3355 except t=Ib 1=181, 6=146, 9=437, 7=361. F ,r r P � - ) �,- i�;:;s. TEL- (305).61•.r215 FAX- (�5)161-I0N 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a alysis an. •esign of this truss. • • • • • • Structural wood shtgthint directlyinteid or 6-8-0 oc purlins, except end verticals. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard MAX 1 8 2016 -41 Job Truss Truss Type Qty PIy A0032227 2-9-16 V20A ROOF TRUSS 1 1 Job Reference (optional) 5-2-7 8-0-8 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page 1., ID:yR7aE AsOxAZuJ6S81ewNUzWOzo-TLIIDyNJaWtS9icegPHamh?02Jg88Gda09GcDFzDLxn 20-6-8 5-2-7 3.00171T 2-10-1 4x4 = 3 4 12-6-0 W2 S T T 5 14 Scale = 1:33.5 6 B2 S T 0 tX♦ XXXXXXXXXXXXXX • •'•♦ ♦•♦ XX ♦•♦ w XXXXXX)C` 3x4 5-2-7 12 8-0-8 11 10 3x4 = 9 • • • • • •• • 20-6-8 • • 8 7 ••• • • • •••• • ••• • • • •• • •� 5-2-7 2-10-1 12-6-0 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.29 BC 0.16 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft • •L•ki • • n/a - n/a MI6 n/a 99- n/a - . n/a • 9r • 0.00 7 n/a ..n/a • • • RL4TFS: MT20 •• • • GIP • 24419Q Weiglit:69Ib FT. -20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 .QTHERS 2x4 SP No.2 REACTIONS. (Ib) - BRACING - TOP CHORD BOT CHORD All bearings 20-6-8. Max Horz 1=146(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-116(LC 4), 7=-128(LC 5), 8=-260(LC 5), 9=-280(LC 4), 11=-169(LC 5), 12=-287(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 1, 7 except 8=446(LC 1), 9=503(LC 1), 11=335(LC 1), 12=447(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-8=-365/303, 4-9=-415/321, 3-11=-274/213, 2-12=-344/290 NOTES- • • • • Structural wood cheadlag direcily applied or 6:0A purlins, except er}tiver cats. . • •; •. • • Rigid ceiling directly applied or 101-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.l psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 20-4-1 ; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 7) Provide mechanical connection (by others) of truss to bearing plate capable of wit 128 Ib uplift at joint 7, 260 Ib uplift at joint 8, 280 Ib uplift at joint 9, 169 Ib uplift atjo 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a - y BCDL=5.0psf; h=22ft; Cat. II; =UM BOMA FA CIVIL / 5TRiCTlr41 PE 22249 . CA CO05512 ve load20 51/. 39th TERRACE f'1IA1l, FLORIDA 33155 uplift 4036)264. .n225 FAX- OM) 262-2044 Ib uplift at joint 12. • sis an• •esign o Is russ. Max 18 2016 LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply A0032228 2-9-16 V20B ROOF TRUSS 1 1 Job Reference (optional) 4-0-8 4-0-8 3.00 rl2 4x4 = .630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-TLIIDyNJaWtS9icegPHamh?04JgY8Gda09GcDFzDLxn 8-4-6 16-5-10 20-6-8 4-3-14 ,8-1-4 4-0-14 3x4 3x4 4-0-8 4-0-8 1 11 8-4-6 1E1 10 5x6 = -1- Scale = 1:33.5 PA- 9 16-5-10 • • • • • •• • 8 Plate Offsets X,Y — 4:0-3-0 0-3-0 4-3-14 8-1-4 • •••• • • •..•2(16-8 .4-0-14 . 7 •• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2014/TPI2007 CSI. TC 0.29 BC 0.13 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) I/defl n/a n/a 7 n/a • •• • • • •• • •• • • • • • • • PLACES GAIT': • • • 141 -As 244411 ' • • WWigh43 Ib •• •4;T•itD9/0 1-01 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 20-6-8. (Ib) - Max Horz1=73(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-112(LC 4), 7=-126(LC 5), 9=-229(LC 4), 11=-236(LC 4), 10=-278(LC 5), 8=-276(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 7 except 9=426(LC 1), 11=375(LC 1), 10=500(LC 1), 8=470(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-9=-347/268, 2-11=-288/261, 3-10=-417/323, 5-8=-383/316 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0, 1• Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-0-8, Interior(1) 4-0-8 to 20-4-12; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 1120 511139th TERRACE rtan,luau 33155 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wh e loads.;. (305)262..025. FAX- (3051762.2034 7) Provide mechanical connection (by others) of truss to bearing plate capable of withs..a�n•tng 1 b uplift at joint 1, 126 Ib uplift at joint 7, 229 Ib uplift at joint 9, 236 Ib uplift at joint 11, 278 Ib uplift atjoinrIU and 276 Ib uplift at joint j "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in. • • •..•-- • • • Structural wood shA2thin� directjy'a'$f�i or 6-t7-0 oc purlins, except end verticals. • • • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. plate rg�,_.,, ,Exam FA CML/BTL • F.. 22249 . SGACiDWZ rate 8) analysis and design of this tru�AX 18 2016 Continued on page 2 Job Truss Truss Type Qty Ply S. A0032228 2-9-16 V20B ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:12 2016 Page 2 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-TLIIDyNJaWtS9icegPHamh?04JgY8Gda09GcDFzDLxn •• • • • • • •••• • • • • •• • • ••• • • • • • •• • • • • • •••• • • • • • • • • • •••• •• •• • • • • •• •• • • • • • • • • • • • • •• • • • • • • • • •• • •••• • • • • • Oirtartgb Q talligzigazg011 MOLTING atom, PA CML / B11 CTtli tAL PE 22249 . CCI CX5512 1220 5139th TERRACE HA FLORIDA 3355 TEL f3105)762. 025. FAX- (305) 212-2014 MAX 1 8 2016 19,44 Job 2-9-16 Truss V4 Truss Type ROOF TRUSS Qty 1 Ply 1 A0032229 Job Reference (optional) • 1. • 2-0-0 7.630 S Jul 9 2015 NuTek Industries, Inc. Tue May 24 08.48. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-XzeXoGL32vdkwOSFY_E6gGv49V06gM0HYmV9MzDLxp 4-0-0 2-0-0 3.00 12 1 2-0-0 3x4 = 4-0-0 • • • • • •• • ••• • • • •••• • ••• • • • 4-0-0 • •• • Scale = 1:7.6 •.• ZPlate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.19 BC 0.00 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.01 3 n/a •• kd•• .96a••• • n/a • • • • • • • PLAiE9 . GRNFb • • • MT20 • 24411,..16.° • • Weighs: 6 Ib FT =:)% • • LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD • • • Structural wood swleatTiirij directl•ya9 �d or 4-reoc purlins. •• • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=126/4-0-0 (min. 0-8-2), 3=126/4-0-0 (min. 0-8-2) Max Upliftl=-180(LC 4), 3=-180(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 180 Ib uplift at joint 3. 416) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard standing 180 Ib uplift at joint 1 and is MUMS EOM, PA CML / 5T1.C1lJR L P.E. 22249 . a! COM 1220 5111/3911, TETRACE Mkt 3355 TEL- 0052262. li225MX- (051262-2014 MAX 1 8 2016 4, Job Truss Truss Type Qty Ply S. A0032230 2-9-16 V5 ROOF TRUSS 1 1 Job Reference (optional) 1-5-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S8l ewNUzWozo-?9BwOcMhpClbXY1 S6hmLDUSHovIOPpGRnVW2hozDLxo 5-7-8 1-5-0 4-2-8 Scale = 1:10.6 "tl ♦ ��• 2 5-7-8 5-7-8 0041 • • • •4141• • • • 410 • • 000 • • • •• • • 41••••41 • r • •• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 0.90 Plate Metal DOL 0.90 Lumber DOL 0.90 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.00 BC 0.32 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - . n/a 0.00 n/a •••• 999•• 99:•• •rda • • LUMBER - BOT CHORD 2x4 SP No.2 BRACING - BOT CHORD REACTIONS. (Ib/size) 2=50/5-7-8 (min. 0-1-8), 1=50/5-7-8 (min. 0-1-8) Max Grav2=101(LC 3), 1=101(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • PLATBS • GRIP 41• ••. •4141• • • • • • • Weight 8 Ib FT * Q% • • • • Rigid ceiling direcLiy applied or 10-0-0 oc bracing. MiTek recommends that Stabilitgri 9n4 required cross bracing be installed during Ilruss erection, in accordance with Stabilizer Installation guide. • • CaleALTI6 EICsem PA CML / 8TRICR AL P.E. 22249 Ce1 CCM 1220 5111 39th TERRACE t1LA 11, FLORIDA 33% TEL- (305) 262 :1,225 FAX- (305) 262 -UM MAX 1 8 21116 Job 2-9-16 Truss V7 Truss Type ROOF TRUSS Qty 1 Ply 1 A0032231 Job Reference (optional) - 1. .630 s Jul 9 2015 MI 1 ek Industries, Inc. Tue May 24 08:48: ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-?9BwOcMhpCIbXY1S6hmLDUSAMvKuPpVRnVW2hozDLxo 5-5-0 7-7-8 2-2-8 5-5-0 3.00 FIT • 4x4 = 2 Scale = 1:14.4 2x4 I I 3 B1 T2 W1 W1 ♦••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••♦ 3x4 5-5-0 5 2x4 II 4 2x4 II •••• • • • • •••• • • • •• • • 77 ••• • • • 0.11000 •• • 5-5-0 • •• LOADING (psf) TCLL 30.0 ,TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.48 BC 0.16 WB 0.05 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.00 4 n/a • • PLATES : MT2Cf •' • • GRtP • 244/1V•• • Weight:23 Ib FT =0/o LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD • • Structural wood siteattyrTg,directl applied or 6-0:40o • •• purlins, except endI rtic9ls. . • • : • • • BOT CHORD Rigid ceiling directly applied or 10-9-0 oc4bracing. REACTIONS. (Ib/size) 1=235/7-7-8 (min. 0-1-8), 4=93/7-7-8 (min. 0-1-8), 5=364/7-7-8 Max Horz 1=120(LC 4) Max Upliftl=-218(LC 4), 4=-125(LC 5), 5=-232(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-276/280 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 7-5-12; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. a 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 125 Ib uplift at joint 4 and 232 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the,an LOAD CASE(S) Standard uplift atjoirTjn ign of this t 4 l'lst PA STRUCTURAL taw= 1220 5J 1391h TERRACE Mali, FLORIDA 33155 TEL- (305)26b.b2I5 FAX- OM) 261-2ON MAX 18 2016 A �� • Job Truss Truss Type Qty Ply A0032232 2-9-16 V8 KINGPOST 1 1 Job Reference (optional) 1. 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-?9BwOcMhpCIbXY1S6hmLDUSESvL6PpPRnVW2hozDLxo 4-0-0 8-0-0 4-0-0 4-0-0 3.00 FIT T1 4x4 = T1 B1 3 Scale = 1:14.8 VIA ►••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 3x4 4-0-0 4-0-0 4 2x4 I I 3x4 • • • • • •• • 8-0-D • ••• • • • •• • 4-0-p • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.21 BC 0.08 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - . n/a 0.00 3 n/a •••• tilt •• • • • • MT20 • • • Weight! 21 Ib • •••-•• fy • • GM. 244/190 • • FT =41a% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD 1 • Structural wood shetn4directly athgQt• iliid or 6-0;08e•; purlins. • • • • • BOT CHORD Rigid ceiling directly applied or lo -Qt ocbracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=150/8-0-0 (min. 0-1-8), 3=150/8-0-0 (min. 0-1-8), 4=320/8-0-0 (min. 0-1-8) Max Uplift1=-161(LC 4), 3=-161(LC 4), 4=-277(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-250/312 'NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5 i Exp C; Encl., GCpi=0.18; C -C •Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwiths 161 Ib uplift at joint 3 and 277 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard .0psf; h=22ft; Cat. II; h any other a live loads. ign of this ONSLTIG EtriP PA. CML / BTRICAIRAL PE 22249 CA COM12 1220 5112 39th TERRACE MIAMI, FLORIDA 3355 TEL -(3052262•b225 FAX- (305)262-2014 MAY 18 2016 Job Truss Truss Type Qty Ply A0032233 2-9-16 V9 ROOF TRUSS 1 1 Job Reference (optional) t. .630 s Jul 9 2015 MiTek Industries, Inc. Tue May 24 08:48:11 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-?9Bw0cMhpCIbXY1 S6hmLDUSDrvJ6PoORnVW2hozDLxo 9-7-8 9-7-8 Scale = 1:17.6 2x4 I I 3x4 2x4 I •••• • • • • •••• • • • •• • • ••• • • • •• • • 2x4 11 • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSL TC 0.32 BC 0.21 WB 0.08 (Matrix) DEFL. in (loc) I/defl • L/a. • • Vert(LL) n/a - n/a Vert(TL) n/a - n/a• 9299 • Horz(TL) 0.00 4 n/a n/a LUMBER- tTOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD PLAVES• GRIP••• M.T20 • 24.14•1000 • • • • Weight 31 Ib • • • • Structural wood sRoatPling directly lied or 6-I -0 oc • purlins, except end verticals. .• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • FT=QZo • • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=197/9-7-8 (min. 0-1-8), 4=157/9-7-8 (min. 0-1-8), 5=559/9-7-8 (min. 0-1-8) Max Horz 1=204(LC 5) Max Upliftl=-143(LC 4), 4=-173(LC 5), 5=-425(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-436/457 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 9-5-12; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent wih 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs :an 173 Ib uplift at joint 4 and 425 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard !. e @AMIN °IF i! O(Pi Lgn uplift at joint 1, w1Stn% Brans, FA. gn of this trust / fAliitnRit P 12249 CIA X5512 1220 5139th TERRACE Mild, FLORIDA 3365 TEL -(305)262.225 FAX -(305)261-20N MAY 1 8 2016 ou OINUSP O(SeNE4..M.1 The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30* to 450 nailing through the joist into the header resulting in higher Toads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS - 18 gauge; MUS - 18 gauge; HUS - 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS210-GC, JUS26-2GC, & JUS210-2GC — Gold Coat Options: HUS28-21F, HUS210-2JF, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, JUS44, JUS46, JUS28-3, & JUS210-3 are available in Triple Zinc. To order, add 7Zto stock number, as in JUS24 -TZ. JUS24, JUS26, JUS26-2, JUS28, JUS210, and JUS210-2 are available in Stainless Steel. To order, add SSto stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: ESR -1881, FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, FL 07-0214.20 & Dade County, FL 06-0921.05, L.A. City RR 25779 • •• • Jnstaltgt2gr • • • • ; Use all spepified fasfenets. See Product Notes, page 11. • •• •; Joist' j1w:7lust 14e drivQn at a 30° to 45° angle through the joist or truss into the • header tg achieve Ilta,lp ds. Standard length "double shear" nails must be used • • • • to achieve lifted loa4 values. •••: JUS MU$ - (9 gauge x 31/4"") may be used where 10d commons are • •: • §pecificil ►yith no loaci f, .lction. • • •••• • • • •••• • • • • • • • • . •••• • • •• • . • ••• • • •••• •••• • • ••. • • Double shear nail design features fewer nails and faster installation Uses standard length nails HUSSpecialty Options Chart — refer to Specialty Options pages 194-195 for additional details. Option j Inverted Flange Range Not available in widths less than 2-1/4". Allowable Loads 100% of table load. 65% of table bad when nailing into the support members end grain. Add IF Ordering b product number. Fx HUS4101F AVAILABLE IN Typical JUS46 installation Dimple allows 30° to 45° nailing MUS JUS28 HUS2S 2 Typical HUS46 installation Typical HUS410/F inverted flange installation 1-800-328-5934 • www.USPconnectors.com 0 0 0 n 0 0 a USIA `,- STRUCTURAL COt NECTOR5 Wbk'Cfl.P Y Joist Size USP Stock No. Ref. No. Dimensions Fastener Schedule�A"•'•' Steel Gauge w JL24 LU24 JL241F-TZ Header Joist Allowable Loads (Lbs.) DF-L/SP D A Qty Nall Qty 20 1-9/16 3 1-1/2 15/16 4 105 2 20 1-9/16 3 1-1/2 15/16 4 16d 2 18 1-9/16 3-1/8 1-1/2 -- 4 105 2 18 1-9/16 3-1/8 1-1/2 -- 4 16d 2 2 x 4 JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 JUS24-GC - - 18 1-9/16 3-1/8 1-3/4 1 4 N10C-GC 2 2x6 • • •• • ••• •• • •• ••• •• • • •• •• • • 2x� •• • • •• ••• ••• SUH24 HD26 JL26 U24 16 1-9/16 3-1/4 2 1-3/16 4 105 2 16 1-9/16 3-1/4 2 1-3/16 4 HU26 LU26 16d 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 2 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 20 1-9/16 4-3/4 1-1/2 15/16 6 16d 4 18 1-9/16 4-1/2 1-12 JL26IF-TZ JUS26 JUS26-GC MUS26 SUH26 HUS26 H026 HD28 JUS26 • JUS26! JUS28 JUS28-GC • 13IS' • 46411628 • LUC26Z 6 10d 4 18 1-9/16 4-1/2 1-1/2 -- 6 165 4 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 105 4 18 1-9/16 4-13/16 1-3/4 1 4 N10C-GC 4 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 1326 _ 16 1-9/16 5-1/8 2 1-3/16 6 105 4 16 1-9/16 5-1/8 HUS26 HD26 HD28 11126 • • • • • LUC26Z • • LS21••• LSC?aZ:. L US!6' • L443.. • M 6 M428• • .s151121°. U26 • SUH28 HUS26 HUS28 1-1028 H0210 HUS26 HUS28 HU28 HU210 2x10 JL28 LU28 JL281F-TZ JL210 LUC28Z LU210 16 14 14 20 20 18 18 20 20 18 • 18 18 18 •18 18 18 X18 •16 16 16 16 16 16 14 14 20 20 18 18 20 20 JL2101F-1Z JUS28 JUS28-GC JUS210 JUS210-GC MUS28 SUH28 LUC210Z LUS28 LUS210 MUS28 SUH210 13210 18 18 18 18 18 18 18 16 16 1-5/8 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-5/8 1-5/8 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9h6 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 16 1-9/16 Floor Roof Uplift Nall 'J OD% t15% 125%, 160% Code Ref. 105 x 1-1/2 455 52,5 570 245 5, F6, 105 x 1-1/2 . 545 625 680 245 F30, D3, R5 loci x 1-1/2 465 480 480 305 10d x 1.1/2 480 480 480 305 110 105 655 750 820 510 6, F6, N10C-GC 655 750 820 510 F15, D3, R13 105 x 1-1/2 465 535 580 360 2, F20, 105 x 1-1/2 550 635 690 360 R12 10d x 1-1/2 565 650 705 290 5, F30, R5 10d x 1-1/2 685 785 855 485 5, F6, 10d x 1-12 815 940 1020 485 F30, D3, R5 105 x 1-1/2 695 800 870 730 10d x 1-1/2 10d N10C-GC 10d 105 x 1-1/2 5-7/16 3-1/2 5-1/4 4-3/4 4-3/4 4-1/2 -4-1/2 6-3/8 6-3/8 6-1/8 6-1/8 4-13/16 4-13/16 6-5/8 6-5/8 5-1/16 7-1/16 5-1/8 5-1/8 6-5/8 6-5/8 5-7/16 7-3/16 2 2 1-1/2 1-1/2 1-1/2 1-1/2 1-1/2 1-1/2 1-1/2 1-1/2 1-3/4 1-3/4 1-3/4 1-3/4 2 2 2 2 2 2 3 3 1-3/16 1-1/8 1-1/8 15/16 15/16 15/16 15/16 6 16d 4 10d x 1-12 16d 6 11 5-1/4 2 7-3/16 2 6-3/8 1-1/2 6-3/8 1-1/2 - 6-1/8 1-1/2 6-1/8 1-12 8-1/4 1-1/2 8-1/4 1-1/2 8-1/4 1-1/2 8-1/4 1-1/2 -6-5/8 1-3/4 6-5/8 1-3/4 7-3/4 1-3/4 7-3/4 1-3/4 7-1/16 6-5/8 6-5/8 1 1 1-3/16 1-3/16 1-3/16 1-3/16 2 2 1-1/8 1-1/8 15/16 15/16 16d 2 165 4 105 4 16d 4 105 4 16d 4 101 6 161 6 10d 16d . 105 N10C-GC 10d N10C-GC 6 101 16d 10d x 1-1/2 10d x 1-1/2 10d x 1-1/2 10d x 1-1/2 105 x 1-1/2 10d x 1-12 105 x 1-12 105 x 1-1/2 4 10d x 1-1/2 4 105 x 1-1/2 4 10d 4 N10C-GC 4 105 4 N10C-GC 8 10d 6 15/16 15/46 t 1 1-3/16 1-3/16 1-3/16 8 8 14 22 8 12 10 10 8 8 14 14 11 11 6 6 8 8 10d 165 105 165 16d 16d 16d 165 105 165 105. 16d 105 16d 10d t 10 165 10d N10C-GC 105 . N10C-GC 105 •.105 165 10d 1 105 105 830 950 1035 730 110 850 975 1060 1115 F15, D3, R13 850 975 1060 1115 6, F6, I 1285 1475 1605 865 110 695 800 870 725 2, F20, 830 950 2635 3030 565 1130 685 815 695 830 1140 1360 930 1105 850 850 1075 1075 10d x 1-12 105 x 1-1/2 105 x 1-1/2 10d x 1-1/2 16d 16d 10dx1-12 105 x 1-1/2 105 x 1-1/2 105 x 1-1/2 10d x 1-12 10d x 1-1/2 105 x 1-1/2 10d x 1-1/2 • 10d x.1-12 105 x 1-1/2 10d N10Cfi,C 105 N10C-GC 10d 105 x 1-12 10d x 1-1/2 1285 1710 650 1295 785 940 800 950 1295 1565 1065 1215 975 975 1235 1235 1475 1970 695 830 930 1105 2635 3970 1130 1690 1140 1360 930 1105 1595 1905 1275 1520 1075 1075 1305 1305 800 950 1065 1270 3030 4345 1295 1945 1295 1565 1065 1215 1835 1965 1465 1745 1235 1235 1500 1500 1970 1065 1270 1035 3295 705 1410 855 1020 870 1035 1295 1700 1160 1215 1060 1060 1345 1345 1605 2140 870 1035 1160 1380 3295 4345 1410 2115 1295 1700 1160 1215 1875 1965 1595. 1900 1345 1345 1630 1630 2140 1160 1380 725 R12 1925 290 730 485 485 730 730 885 885 6, F15, F18, I 02, R13 5, F30, R5 I 5, F6, F30, D3, R5 110 I 5, F6, F30, D3, R5 730 730 1115 1115 1115 1115 865 1230 110 I 6, F6, F15, D3, R13 110 725 725 800 800 1925 2570 730 730 885 885 730 730 1095 1095 1095 1095 1115 1115 1115 1115 1230 800 800 10d x1-1/2 1160 1335 1450 1085 HUS28 16 1-9/16 8 2 1-3/16 10 165 6 10d x 1-12 1380 1585 1725 1085 HUS28 HU5210 16 1-5/8 7-3/16 3 2 22 165 8 165 3970 4345 4345 2570 6, F15, F18, 16 1-5/8 9-3/16 3 2 30 165 10 165 ) HD210 HU210 HUS210 14 1-9/16 7-3/16 2 5310 5510 5510 3205 D2, R13 1=1/8 12 16d 4 105 x 1-1/2 1690 1945 2115 730 5, F30, R5 1) Uplift bads have been increased 60% for wind or seismic loads; no further increase shah be permitted, 2) 105 x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1/2- long . - - A 3) Minimum nail embedment shall be 1-1/2" for 105 and N10C GC nabs; 1-5/B for 16d and N16C GC nails. -(1 4) 16d sinkers (9 gauge x 3-1/4" long) may be used at 0.84 of the table bad where 16d commons are specified. (. ,l j 5) For JUS and HUS hangers: Nails must be driven at a 30° to 45- angle ; A H 6) WS15 Wood Screws are 1-1/4" x 1-12"long ugh last or truss into the header to achieve the table bads. 'S, 7) WS3 Wood Screws are 1-1/4"x 3' and are included with HDQ hangers. r .' long and are included with HDQ hangers. t.r..... )'t/ continued on next page 2, F20, R12 6, F15, F18, I 02, R13 5, F30, R5 I 5, F6, F30, D3, R5 110 5, F6, F30, D3, R5 110 6, F6, F15, D3, R13 110 2, F20, R12 1 1-800-328-5934 • www.USPconnectors-com 0 r 0' N 0 '0 rn 0 0 0 0 e his aifet f wle531;syml of isdused o,;�tt oty tits%on PERSONA' SAF,E1 ,aS'&4) hent o13;see th.1s' s ,mbo1 ,,,BEC-OME.�ALERTfb' EEtrl%' c. +xyrhV�u 4?, .�.. ,.. '. i a•,.r'r ,1"kE::Iv t +s ,. X YH Ftp' -t�„�Y�VI�'SSAGE. yt"'?n.`S•a.w:a;.F3aat'??7i!t �.+"F•'.•i,axK�,S Our: ``CAUTIt N " CAUTfON/Thientifies,rsafe:'; reX ng tticieskoundicaieVunsafgxonartiri at could; �'+•�Y+. -w�f Nn:��' iresultOn ersonalinfuryrbr damaage: o'structures„ 1.1DANGEf3 ;DANGEriesignates-a-con ion : yin►derefailuretofoltowjnstr ctionsorneedwarn-,,„: .0.4: w..4 .L..'.', '4. �' i+a,r,�.t+'itc i y,`. +,ti`NdVy}r'�'�>,R. At: ir, ,aaii3 ing;LvinII inostpnke"ly resulton sen°psi.persorial.14 njurytor neath.orAdamage4o tructures: 4,,,� �Wi4FtR11NGy-�A��IVdRI`iING�� se cabes�`acii"ri'tlifign �xsY a r s r rct” � 0'yr-nr4V . 74 r- , A , t'where aduretofoltovionsstre tionscouldr ltinti .sever'elpersonaliin„tury„pprAlamagetocstructutes' H.I..B-91._..S:um mar_y COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector. or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercisethesame high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as su periorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particularroof orfloor. These recommendations are•ba_ ed upon the collective experience of leading technical '"�:'UTtONhet3ur�der�tuiltlir��y'c-oiitrac�o JicensedL= �.� trim ors,erkeotor of rection contractor ”' tl ased btain r i drthe teritire boo let . Cbni men d —4c,ctiiplitendatiiinsWarlIfin a lin.; tapir g racl i tat Pi * atelaonnec e .111/oo a it • '3 �3 __ i tiyo Tr sses 13}9__1:�.7(n ions he'grussalAme ,( su ute TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel inthe woodtruss industry, butmust, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility fordamages arising fromthe use, application or reliance onthe recommendations and information contained herein by building designers, installers, and others. Copyright ©by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher.; Printed in the United States of America. 01,10N .Atltet ora brawl' sl ould,,bepoless than ratle artcedglumber, �11liconnectiions" y r '? •".' i g " fit , �. k . houi lie0nade t iotriE x 1 • .itr • , russesessumed ron-centervoF.less-.31:mu ssesrsfioulbeico necteitl ether mlWo `Li"4 ''�, !.`t rimer" p'_` w� ' g 1:t �oa-a aricet,Kritlu desi f n-awingspn rakimstallatitir •'•`•i••; •••••• •:s• • •• "` "Al7Tl0� fusses hauld �4 be intoa ed `ngrough e�rram r , uuneven urlace'sviihict co Ttl r09, a damag�e,i ale r ss > " russes stored horizontally should be sup ported on.blocking to prevent; excessive. lateral. bending and lessen moisture':gaiin:; Trusses stored vertically should be.: • braced to. prevent toppling or tipping: • GER D bio ,stored , undies` u4°prig'htPless_ • 14335 � v»a �, H .;.nrrsn a�rYr �*M r --� a : iiibtk�, cusses W`hici ares t +ter-�' i� �'�"_ � •., a dan�geroitsan. tlsir± cibest roh bite:: Frame 1 ;WARDING Doi not attachvicables;��.chains or��` #gooks •••:Z", �rvebnembers�w77�`° x 7r rsn r.u.hf'.:`7� ? fre C+s•....x'',.5,,,-Krid3+r--:. �'.,?�:� dv+1L+?..1y.�iF:rf ?. Y:.Kb..t�'�1. -�3,k; Tag Line or Tess I I Approximately '/2 truss length or less I -I Approximately '/2 truss .length Truss spans Tess than 30'. - Spreader Bar ®® iminnom Toe In Toe In Approximately '/2 to % truss len. th Less than or equal to 60' • Tag Line '4WA iNING`' greater than tb ; y `iss".0 z'�'1.�Y1.4- rgt.: %! ilik aNsw gas ' ' otliftsin,gleirusseswlthspans wS1in 15?`s�wrui+?s�i(r MECHANICAL: ;� INSTALLATION Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line -: Strongback/ SpreaderBar 10' 1611.1111EIRIIMMINEINI Approximately Vito 3/4 truss length Greater than 60' 4••••• .- :. . • • -: •Approtihtettsly •• • V2to','3trucs4en•th ess than or. ectllaR !to 60': Tag Line+:. At or above mid -height Tag -_: Line Strongback/ SpreaderBar Approximately } . . /3103Atrusslength '. itGreater than;60', wfflavirfittitit . .Thr.,„:„.„_,,.......,,,,,,,,,,.",... -�t.o.? fi a -s. ., ix i 4 - ,. .rte ir-� • racrn • itaoa• Mt�hrs umrna �.s.��n+Oee# rsIacle uate or __ a nstaYtaiiora X01 Ss s lvd •lrjar conte flraragiionsons � a ist_ _ _. professional engineer rf i lifferen Or g an ementws clesrr�ed�" he tr eer ata�r des n races n ccop:lance: s ecommended estgn 5pecrfica ron° o r em ora tBr'acinp o etas atelC-onnectedr'Woo fm -E - ' �att" r pt ' � � :t ' `S t 'F�� u az . zusses,;t3S 9 f�nc'm a„cases cietem- neihatx, ►r er<spac nq is possible.= �-• ._ �.__YJds.[ii.' ...l.�;kz�i, hix�._ ,n..,� rA S�irrdr w!r.��.—..v�*,e -d.. c,.s. r �......4:�.. ..red=_.,,.., i�c .x.%x�'sv^•r... tt:°rwa,5•.+wtw. '.-G•.. Y..z. _.z OUND. BRACING BUILDING'INTERIO GROUND; BRACING:` BUILDINGEXTERIOR.: `rTypical vertical.; 'attaohment 1' `t of br- group o} trusses nii brace (EB), Ground brace ertical (GBV) ' /Top Chord Ground brace -. t diagonals (GBp) y �\ Fq Ground brace vertical (GBV). Plan End Wall gide ..ground: 1stfloor stake : • ,Gro • Ali"racrn • . r{tired Frame 2 Driven :.;ground stakes ;h °t truss of brac Wroupof truaaei Endrtirace (EB) Typical horizontal tie member with multiple stakes (HT) • 12 4 or greater .; `! SPAN , n r . >, MINIMUM PITCH Nry TOP CHORD : j LATERAL^BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS), [# trusses]',,; . 0:10:.::::c..!'... : i "' SP/DF SPF/HF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 1 • .• . ••• • •- • • •••• Topchords that are laterally braced can buckle tdklt*arihltl cause colla seifthereisnodtbSo- 1 nalp� ji p Diagon!lpi�e*t?glhould b i� tvthe ypderside of the top chord when purlins arelRat#dt1 to the 10'sid! N the top chddt • • • • • • • • ' •"• vY 6;O '.-'. a ATMI IstM .V 'rrill `° "g ' ` "litzi:gii tiv?'-` rr'4` 1C ,v RNl G•- Iluretofoolowtxheset comme atIo11s�ou[dresult:rrli; w�-�'�n��'�-,�E ' 4,x31;�'�1.'"r1�� r'�' "`''�S 'fix€�9'�cw` sa • �t_ evere persona iin ur x udamac eto'trusseslor bulldibm Up to 28' Over 28' - 42' Over 42' - 60' Over 60' MINIMUML'F PITCHu DIFFERENCE 2.5 3.0 3.0 • 4rH i TOPCHORDI LATERAL BRACE SPACING(LBS) 7' 6' 5' TOP CHORD ' DIAL ONAL BRACE SPACING (DBS); SP/DF 17 9 5 -SPF/HF See a registered professional engineer F -;Douglas Fir -_Larch F 'Hem-Ftr Southern Pine ;Spruce ,PineFir •:„ 12 6 3 Frame 3 Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS r� • 12 -I 4 or greater SPAN - ` MINIMUM PITCH BOTTOMCHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SPIfF SPF/HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF- Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. • • • .• :o ••.••• 0 • :•• • • ••. ••••r• ywi•tc. Bottiacn, Chord dlagpnal:brairtg repeated at eaohend ofthe 6uildipgalad-at same spactngias torp chord dla vasal bracing: i ..;.. :.. .... ••i..•' ..• _ 1,7:4 r4'4,:, .sss"Y .`,sr. ACRNINC £Ea1lureaotaol1Io�w� these`recomme atlonscould:res�rltrtn fw l Y44 '.' '',4 111 ('�`1`' 1o"tr .'�`'c/' .F� �. T . i t eyere persona rn�u i orAiamage etrusses or buildings Cross bracing repeated at:each end of the building and at 20' intervals. WEB MEMBER PLA i— Permanent s continuous 6 o lateral bracing •� as specified by the truss engineering. Frame 4 SPAN . MINIMUM DEPTH TOP CHORD LATERAL BRACE . SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF = Spruce -Pine -Fir tb 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required /A 30" or greater • • -•. • • •• • • • . • r %he end • • • •....diagonal brat e • • • • for cantilevered :.•,..,: • '„trusses mus • ••••••.••. • • •. .. . • •• -eplacedQA helical •'' web s:in line with the suiDpo •.. . , End diagonals are essentiallo stability and must be dupl Gatedo .34 both ends of the truss system. r04N-11 a?;r""` '^ '�RN1NG —allure told to vIt ese recommends ons couldreesuIt n3 Lfrf 9Ii Fa?i.�.'WA. S" `�..l .:ir ti e-- . ik *,# .;R ... a',.- �' �G evere personaI tn�ury or.damage o trusses or buT ings .�:•_s"r:�!;�'xo-�,.'^�� t`,rY ,•c x�?'y� 4x2 PARALLEEsaHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle together and cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment / Required rr,fk t- soul End diagonals are essential for z stability and must be duplicated on. s; both ends of the truss system. Frame 5 >< >< Trusses musthave lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LB) TOPCHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP/DF SPF/HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer 1 DF - Douglas Fir -Larch HF - Hem -Fir • SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. • • • • • • _A • 12 —1 3 or greater All lateral braces lapped at least 2 trusses. a 4 • • To.811414111ftlat are laterally braced can lckee toAther a ncreause ccilipaidfdre is no dilbo- nakboagisig 4Piagonal Lacing ould be mailed to th• underside of the to chord when Orli& are agrched to the topsidE of the top chgra.• a 1VtC)Itt.o.,TRU • Continuous Top Chord Lateral Brace Required tt-""Itt-t” n6 '1/4 • :_• 4-':4•Pl:-')...rr."..W:..74't,-1.4,..g.gar4b.,41.,,,a;,-.04..t..? IN nesTecommen'dationscouldTequItintfl.xV ..1..aVe.0450It'NA severeipetpcnalW4i4lit4,3,3,e4.1...64,t1,440WttittilMt,•;.:AtZtrce0#g* ' (61. -4? -1? nj u rvo rti a m 4016.4ru sses.m rz-b in 10 big s ;alga4tgla,ii-50,7ritrit'ff1141-4-71t.P..14-44*,:tr.41:110#H7 WM;10.45,747.401 • • 00•10 • • PLUMB . . . . < . .• •Truss Depth Lesser of D/50 or 2" •INSTALLATION ••TOLERANCES .'1 : .Don) !'-D/50,'.. D(ft) : 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' Maximum Misplacement Plumb Line • OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 1 F L(in) t '.Lesser of L/200 or 2" Qin) I/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) t Lesser of L/200 or 2" L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER Ift.k0.44t1g.Mf.r.1 ..,...A9444,*(Nr?; • rtddroi ole.tumdtatVes..A.snOia Vegtieiwy:t=g;114tirifk,. YAi bastruptitirtioadStifairt. .01:10,scrJ tiontieplacp* ri.N.PV•14 44'4. • !RI; .ngtibniaced4tusses., Frame 6 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 9701 BISCAYNE BLVD RECF� J 2 9 2016 BY: FBC 2010 Master Permit No. RC -15-1024 0 REVISION Sub Permit No. ❑ EXTENSION RENEWAL ❑ CHANGE OF CONTRACTOR ❑ CANCELLATION ii. SHOP DRAWINGS City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-3206-014-3320 Is the Building Historically Designated: Yes Occupancy Type: R-3 Load: Construction Type: V Flood Zone: OWNER: Name (Fee Simple Titleholder): JOSE G. CASTRO & MARIA G. ALE Address: 9701 BISCAYNE BLVD NO X X BFE: FFE: Phone#: 305-582-2836 City: MIAMI SHORES Tenant/Lessee Name: NIA State: FL Zip: 33138 Email: info@r-method.net Phone#: CONTRACTOR: Company Name: R -METHOD CONSTRUCTION, INC. Address: 2541 SW 119TH TERRACE Phone#: 305-914-5355 City: MIRAMAR Qualifier Name: LORENA TELLO, State: FL Zip: 33025 State Certification or Registration #: CGC 1519419 Phone#: Certificate of Competency #: 305-798-7620 DESIGNER: Architect/Engineer: JOSE RUBEN JIMENEZ, ARCHITECT Phone#: 305-582-2836 Address: 300 OAKWOOD LANE SUITE 100 City: HOLLYWOOD State: FL Zip: 33020 Value of Work for this Permit: S Type of Work: ❑ Addition Alteration Description of work: Structural revisions as required by inspections. Square/Linear Footage of Work: q Sc ❑ New ❑ Repair/Replace ❑ Demolition 11455 .5*? - O w til 6C ri VIDI2PrreP 'b r' e€ ss 5 .. •Corm.'rri b,Jc, gC LQ -CD: ?l3AHTAVI <,<<,,,., Ik r •� br y inC 0 �ih 'Al �Y� ffl'fi')1 � JO w.I' Specify c for of color thriu it:le .k s r r a2,2 I ..< ,Al.ccuf ,, w < s: VA kru:+c,i hnoii 1 ri0i o ut1 i;.�hiina '6""11:‘.' '� «' . Submittal Fe $ - ,�0.,4.�.- Permit<Fee 5,--, Scanning Fee $ I - — W Radon Fee $ Technology Fee S Training/Education Fee S rf1?g3;i 311A!ifAy ,nu. G1 J i 1C 9i>*JG J1i::.,y Ii.ou<(y` fit0� .e' asQ a9ugx3 mmo^, �(9 c.`µ:� < CCF $ _ zrt =s1c:1 Ocmc;A r:trYO/CC'S DBPR S Notary Double Fee S Bond S TOTAL FEE NOW DUE `�� Structural Reviews S (Revised02/24/201 4) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement st be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issues In the absef such postotice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature WNER or AGENT The foregoing instrument was acknowledged before me this The foregoing ins ent was ac .wledged before me this P" day of 20 ((D , by I' / day of , 20 W , by ''9,1._ f ihrreri' , who is per nown to CO/Le/VA- me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: —. ,,oar,,.,., `n 04,NAIHALIE CEPERO Notary Public - State of Florida My Comm. Expires Dec 19, 2018 Commission # FF 152862 4,8L AV� Bonded Through National Notary Assn. *******:***,,,,,,********** :b who is persown to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ''''''...4'2 APPROVED BY (Revised02/24/2014) Plans Examiner Structural Review ""' NATHALIE CEPERO ,.a� "fie•, .1 V Notary Public - State of Florida I. `E My Comm. Expires Dec 19, 2018 °'•°' '' Bonded Commission National Notary Assn. * *is*T*T*i'C*T**T* *Ts*T*r71r*"..ar** ********* Zoning Clerk elms information: ,1i Royal Truss w Project CustomerDVG BUILDERS. Site Address:9701 BISCAYNE B MIAMI St: FL. Royal Truss Manufacturing 5075 NW 79th Ave. Doral, FL 33166 el: (305) 822-0020 ax: (305) 851-5860 Y • • • • •• • . • •• • • •••• ••• • General Truss Engineering Criteria & Design Loads (Individual Truss Desigtrbrawings•Show. Special Loading Conditions): •• "". •••• • Roof Load: 55.0 psi. Floor Load: . • N/9• • ••• • • • • • • •• ••• •••• Design Code: FBC2014/TPI2007 Design Program: 7.63 Jul 9 2015 Wind Code: �• • • . Wind Speed: 175 mph • • • • • • ---This-package includes-- 60 individual, dated Truss Design Drawings -and fl A-ddit onal-t rawDZg$1- With my seal affixed to this sheet, I hereby certify that I am the Truss Design Eng'rAbr land this index conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. •..• No. Date Truss ID# Seal# 1 05/24/16 CJ5 A0033176 2 05/24/16 CJ6 A0033177 3 07/14/16 F6 A0033178 4 05/24/16 F7 A0033179 5 05/24/16 FG1 A0033180 6 05/24/16 GR1 A0033181 7 05/24/16 GR2 A0033182 8 05/24/16 J1 A0033183 9 05/24/16 J1A A0033184 10 05/24/16 J1B A0033185 11 05/24/16 J1C A0033186 12 05/24/16 J3 A0033187 13 05/24/16 J3A A0033188 14 05/24/16 J3B A0033189 15 05/24/16 J3C A0033190 16- 05/241-16— J5 A0033101 17 05/24/16 J5A A0033192 18 05/24/16 M1 A0033193 19 07/13/16 M10 A0033194 20 05/24/16 M11 A0033195 21 05/24/16 M12 A0033196 22 05/24/16 M13 A0033197 23 05/24/16 M13B A0033198 No. Date Truss ID# Seal# 24 07/14/16 M19 A0033199 25 05/24/16 M2 A0033200 26 05/24/16 M3 A0033201 27 05/24/16 M4 A0033203 28 07/14/16 M4--- A0033202 29 07/14/16 M4A A0033204 30 07/14/16 M5 A0033205 31 07/14/16 M6--- A0033206 32 07/14/16 M7 A0033207 33 07/13/16 M8 A0033208 34 07/13/16 M9 A0033209 35 05/24/16 T1 A0033210 36 05/24/16 T1A A0033211 37 05/24/16 T2 A0033212 38 05/24/16 T2A A0033213 ---39---07/1-3/16--- T2*A — A019332t4-- 40 07/13/16 T2B A003 2,91-p 41 07/14/16 T2C A00 216 42 07/14/16 T2D A00 32'ipr 43 07/14/16 T3 A00 3218 44 05/24/16 T3A A0033219V"' 45 07/14/16 T4 A0033220 46 05/24/16 T5 A0033221 4e truss drawing(s) referenced above have been prepared by MiTek Iustries, Inc. under my direct supervision based on the parameter - I .t I ded by Royal Truss Manufacturing, Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 No. Date Truss ID# Seal# 47 05/24/16 T5A A0033222 48 05/24/16 V10 A0033223 49 05/24/16 V10A A0033224 50 05/24/16 V108 A0033225 51 05/24/16 V10C A0033226 52 05/24/16 V12 A0033227 53 05/24/16 V20 , A0033228 54 05/24/16 V20A A0033229 55 05/24/16 V20B A0033230 56 05/24/16 V4 A0033231 57 05/24/16 V5 A0033232 58 05/24/16 W A0033233 59 05/24/16 V8 t A0033234 60 05/24/16 V9 A0033235 { t r trY .0 `��11i1111/II�'' ,�;‘‘.� � OARTIN•F' • IIII1111t%'• 5 2016 JUL 1 Engineers Name Date SUBB:\IITTAL WITH Si i.c.iAL' INFER A�• .. ACCEPTED AS SUBMITTED tSUBSTANCIALLY CONFORMS TO PISlr;, CONCEPT ..• •. . .. ACCEPTED AS NOTED C DOS $C' CONFORM CONFORMS GN CO REVISED AS NOTED AND RESUBMIT • • • • c DOES NOT CONFORM TO DESIGN CONCEPT.. .. .. •_. ... REJECTED •• • • • JL;JRESPONSIVE SUBMITTAL AS NOT 1-.D .... RESUBMIT • •• • • • • • • • ... • • • • 1 SIGNED AND SEALED SUBMITTAL thef Ri ()UIRFU • • • • • • • • • • I. rt • '� • • • • • the (o9t'.w�nq: • • _ , Review u limited a tructum B • • • • • • • • • • \� I. The Waifisd • gned..nd esied bxis ha.p been fu nines. f, + 3. Scbmpec isl y Engineer bused bJstr specialty F.ngmeer. • • a j, TAc Specialty Engineer sus unQerslM d ;hr 1.sign intent and has need the specified `� _ Y strum:I nl criteria (No detail check of the calcu••:tons was made). r It/ ; • r„� uralan ei forth MSc submittal is uonsts:cnt wish the Structural Contract • • • • • • • • • • • • t�. 4. The contig' quantities was model. • • • . 1-.._ f Documents (No detailed Chxk of d lmmsaro or q • • • mind do not relieve the • General Contractod • • • Condom do not ro i Change coda • • • ., •a: 1 aete< with the Contract Documents, governingbk • • • • • • • • • • s +�.,.. and reg lana Manager ICcpy r•'t and regulatioaa: The GCneral Ccnractoc7Conaruction MwBa is solely responsible svoh � • s"'r ' �i for confnming all quantities: dim -Cris -ions. fabrication teeknignes, coordinating manner. c. J , r. ossa trades andassuming that kllwmk is pc: formed in a safe and Wisfaaory f , ✓,r ~�7--Stfvctures International, Inc. Date: r 1'r, Consulting Structural Engineers ,t 10 ((9B �r ---- ••• • • •• • • •• • • • • • • • ••• • • ••• • • • • • •• •• • •• •• •• •• • ••• • • • • • • • • • • ••• • • ;C. 1 h re Job Truss Truss Type Qty Ply A0033176 2-9-16 CJ5 ROOF TRUSS 2 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:17 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-klsxXoLXOIKEPU099WXOHViiOx5?IYnkyoPVwjyxrvW 2-10-5 3-11-5 5-7-11 2-10-5 1-1-0 1-8-6 3x4 11 Scale = 1:11.0 3-5-11 3-5-11 3-11-5 0-5-10 1 5-7-11 1-8-6 1 Plate Offsets (X,Y)-- [3:0-2-9,0-0-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.36 BC 0.35 WB 0.06 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 6-7 >999 Vert(TL) 0.00 6-7 >999 Horz(TL) -0.05 3 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 19 Ib . FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib/size) 7=507/0-11-5 (min. 0-1-8), 6=-57/0-3-8 (min. 0-1-8), 3=-25/Mechanical Max Horz 7=91(LC 5) Max Uplift7=-357(LC 4), 6=-66(LC 3), 3=-156(LC 5) Max Grav7=507(LC 1), 6=51(LC 4), 3=21(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-354/327 ;NOTES- ,. 11 Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 5-7-11/Lu1 SLC DOL -1.v0 prat! DOL=1.60 - •2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsts Ib uplift at joint 6 and 156 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ani ly 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not ecce 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fronS4F1 nr hark (g) LOAD CASE(S) Standard Continued on page 2 ou0targo Vca;Sun loads. C ! 5ULTPYs ETTREERS, PA CML / 571%1:12RAL plift at joint ne2249 C.A 000511 n of th i � 39th "RACE HAIL 1, FLORIDA 3355 TEL- (3m5) 262•.1;225 FM- (305) 262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033176 2-9-16 CJ5 ROOF TRUSS 2 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:17 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-klsxXoLXOIKEPU099WXOHViiOx5?IYnkyoPVwjyxrvW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Trapezoidal Loads (plf) Vert: 1=-0(F=45, B -45) -to -3--121(F--16, B--16), 3--61(F--16, B--16)-to-4=-68(F=-19, B=-19), 1=-0(F=10, B=10) -to -5=-28(F=-4, B=-4) •••• • • • • ••• •••• •• • ••• • • • • ••.• • • •••• • • •• •• • • • • • • •• • • • • • •• • •• • • • • • •• • • • • • • • • • •, • •• • • • • • • • • •••• • • • • • 0illEaril10 o 4 CSO erlitYs BOERS, FA CML / 5TgJC11J 4 P.. 22245 C4 C005512 1220 BC1394h TERRACE MIAMI, FLORIDA 3355 TEL -(305)262.6225 FAX -(305)212-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033177 2-9-16 CJ6 ROOF TRUSS 3 1 Job Reference (optional) -3-4-5 3x4 3-4-5 10 11 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:17 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-klsxXoLXOIKEPU099WXOHViZtx8ulYwkyoPVwjyxrvW 4-0-11 7-0-14 4-0-11 I 3-0-3 2.12 12 12 3 3x4 • • • • • •• • • •••• • • •••• •••3x'.11 •g• 5 • Scale = 1:20.2 4x4 = -9-21-7 • 0-2-7 4-0-11 2x4 11 •'• • • • • • • • • • • •+ • • • •• • 7-0-14 • ••t•4•-6 • 4-0-11 3-0-3 • Plate Offsets (X,Y)-- [2:0-5-8, Edge], [4:0-2-9,0-0-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.91 BC 0.16 WB 0.05 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 2-8 >999 Vert(TL) -0.02 2-8 >999 Horz(TL) 0.00 7 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=621/0-11-5 (min. 0-1-8), 4=244/Mechanical, 7=11 Max Horz 2=159(LC 5) Max Uplift2=-531(LC 4), 4=-334(LC 5), 7=-54(LC 5) Max Grav2=621(LC 1), 4=244(LC 1), 7=158(LC 3) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0/Mechanical, 9=0/0-1-8 (min. 0-1-8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-332/151, 3-12=-330/156 BOT CHORD 2-8=-244/297, 7-8=-244/297 - +WEBS 3-7=-310/254 MOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2)-3-4-10 to -0-4-10, Interior(1)-0-4-10 to 7 -0 - grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withst 334 Ib uplift at joint 4 and 54 Ib uplift at joint 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 HO. gOireglan CC 45ULTNi 841':1[ , PA CML / FIRUCTIPAL PE. 22249 CA CM5512 1220 SI 396 TERRACE MIAM FLORIDA 33155 lift at jar44j05) 262.6225 FAX- (3051262-20N JUL 15 2016 Job Truss Truss Type Qty Ply A0033177 2-9-16 CJ6 ROOF TRUSS 3 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:17 2016 Page 2 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-klsxXoLXOI KEPU099 WXOH ViZtx8u IYwkyoPVwjyxrvW NOTES - 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-11=-90 Trapezoidal Loads (plf) Vert: 11=0(F=45, B -45) -to -4--153(F--31, B--31), 4=-93(F=-31, B= -31) -to -5=-99(F=-35, B=-35), 2=-2(F=9, B=9) -to -6=-35(F=-8, B=-8) • • • • • .. • • •••• •••• ••• • .. • •••• .. • • • • • • •••• • .. • • .. .. • • • • • • • • .. • • .. • • • . • .. • • • • • • .. • • •••• • . • • • MEM MEEK PA CMk / STRICIINAL P.E. 22243 CA CCM 1220 5111 351h TERRACE t1Ii1I, MORIN 33155 TEL- (305) 262•.i725 FM- (305) 262.204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033178 2-9-16 F6 FLAT 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:172016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-klsxXoLXOIKEPU099WXOH Vingx7 WIYg kyoPVwjyxrvW 4-10-0 3x4 = 6 8 4-10-0 9 7 2x4 II 3 5 2x4 II 4-10-0 ••• •• •• . X344 = • • • 0000 • •• • • •• •• 4-10-0 • • • • •• • • • ••0• I• • • Scale = 1:10.0 •• • • • • • • • �• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 4-5 >999 Vert(TL) -0.06 4-5 >854 Horz(TL) 0.00 4 n/a • • 240 • • 180 n/a PLATES GRIP•••: Mei: • • 243/190 •• • Weight: 32 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x4 SP No.2 one side REACTIONS. (Ib/size) 5=248/0-3-8 (min. 0-1-8), 4=287/0-3-8 (min. 0-1-8) Max Uplift5=-269(LC 4), 4=-309(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-203/292, 2-4=-242/331 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Attached 5-1-0 scab 1 to 3, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-1-12 from end at joint 1, nail 1 row(s) at 7" o.c. for 4-6-8. • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; - Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-1-0; Lumber DOL=1.60 plate grip L DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 6) Provide mechanical connection (by others) of truss to bearing plate capable of.withstand 309 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana ly LOAD CASE(S) Standard Owian ci o . Q loads. plift at joint nTKS INSINEERS, PA k / 91%JG11RAL n of this truce 12249 a 5512 1220 SMI 39th TERRACE MAI, FLORIDA 33155 TEL -(305)262.6225 FAX -(305)262.2014 JUL 15 2016 J • 5 2x4 II 4-10-0 ••• •• •• . X344 = • • • 0000 • •• • • •• •• 4-10-0 • • • • •• • • • ••0• I• • • Scale = 1:10.0 •• • • • • • • • �• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 4-5 >999 Vert(TL) -0.06 4-5 >854 Horz(TL) 0.00 4 n/a • • 240 • • 180 n/a PLATES GRIP•••: Mei: • • 243/190 •• • Weight: 32 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x4 SP No.2 one side REACTIONS. (Ib/size) 5=248/0-3-8 (min. 0-1-8), 4=287/0-3-8 (min. 0-1-8) Max Uplift5=-269(LC 4), 4=-309(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-203/292, 2-4=-242/331 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Attached 5-1-0 scab 1 to 3, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-1-12 from end at joint 1, nail 1 row(s) at 7" o.c. for 4-6-8. • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; - Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-1-0; Lumber DOL=1.60 plate grip L DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 6) Provide mechanical connection (by others) of truss to bearing plate capable of.withstand 309 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana ly LOAD CASE(S) Standard Owian ci o . Q loads. plift at joint nTKS INSINEERS, PA k / 91%JG11RAL n of this truce 12249 a 5512 1220 SMI 39th TERRACE MAI, FLORIDA 33155 TEL -(305)262.6225 FAX -(305)262.2014 JUL 15 2016 J Job Truss Truss Type Qty Ply A0033179 2-9-16 F7 FLAT 1 1 Job Reference (optional) .t 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:17 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-klsxXoLXOIKEPU099WXOHVie1 x7WlYgkyoPVwjyxrvW 4-10-0 3x4 = 1 5 4-10-0 6 2 2x4 II Ti 4 2x4 II B1 4-10-0 • • • • • • • • • •••• • • •••• • • •• •• ••• • Scale = 1:9.5 �• • • •3 • • • • • • 3x4 • • • .• • • • •••• 4-10-0 •• • • • • I • • • • •• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.58 BC 0.25 WB 0.00 (Matrix) • • DEFL. in (loc) I/defl 11 • • Vert(LL) -0.03 3-4 >999 2 Vert(TL) -0.06 3-4 >854 180 Horz(TL) 0.00 3 n/a n/a PLATES GRIP•••• MT�d:'• 244/190 •• • Weight: 25 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=250/0-3-8 (min. 0-1-8), 3=250/0-3-8 (min. 0-1-8) Max Uplift4=-270(LC 4), 3=-270(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-204/293, 2-3=-204/293 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-8-4; Lumber DOL=1.60 plate grip 4 DOL=1.60 • 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witf "5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 270 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ane LOAD CASE(S) Standard Flo fbrigun n of this trREULTIt�!'s , PA CML / STRUCTURAL PE. 22243 CA COZ5512 1229 511139th TMAC.E NMI, FLORIDA 33155 TEL -(395):62.6225 FAX- (395) 262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033180 2-9-16 FG1 ROOF TRUSS 1 2 Job Reference (optional) • 5-0-4 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:18 2016 Page 1 ID:yR7aErAsOxAZuJ6S8 ewNUzWOzo-CyQJk8L9n2S51ebLjE2FgiEraLPylsYtBS93S9yxrvV 9-9-0 5-0-4 1 4x6 = 2x4 I I 2 T1 4-8-12 4x6 = 3 W1 W3 B1 W4 W1 Scale = 1:18.5 Camber = 1/8 in 6 4x6 = 5-0-4 5 4x8 = 5-0-4 4 •••a • • •••• • • • •• • ••• • • •••• • • •••• • • •• •• 9-9-0 4-8-12: ' • • •• •' • • • • • • • • • • •• • •• • • • •••• • • • • • • • • • • • ••••s, Plate Offsets (X,Y)-- [4:0-1-0,0-1-12] LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.46 BC 0.50 WB 0.54 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.11 5-6 >999 Vert(TL) -0.21 5-6 >530 Horz(TL) 0.00 4 n/a • • • ud 240 180 n/a • - PLA1'• GThP ' MT2(T • 244/190 Weight: 110 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SYP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 6=2818/0-3-8 (min. 0-1-11), 4=2818/0-3-8 (min. 0-1-11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-1450/0, 1-2=-5791/0, 2-3=-5791/0, 3-4=-1529/0 BOT CHORD 5-6=0/973, 4-5=0/885 WEBS 1-5=0/4949, 2-5=-400/0, 3-5=0/5057 Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: „ Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bac - CASE(S) section. Ply to ply connections have been provided to distribute only loads n. otherwise indicated. 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ans LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 face in he LOAD B© aCI ittoam • CG!4&LTK ets FA CML / 5T JC11 6L loads. PE. 22248 CA 04,052 n of this truss. 1229 5111. 35th TE NAC.E MINA FLORIDA 33155 TEL -(305)262 b2I5 FAX- (395)10-2914 JUL 15 2016 Job Truss Truss Type Qty Ply A0033180 2-9-16 FG1 ROOF TRUSS 1 2 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:18 2016 Page 2 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-CyQJk8L9n2S51ebLjE2FgiEraLPy1 sYtBS93S9yxrvV LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-110, 4-6=-497(F=-322, B=-154) •••• • • • • •••. • • • • .• • ••• • • • • • •• • • • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • • • • • • • • • • • • • • • •• • • • • •••• • • • • • 1220 52 39th TERRACE 111111, FLORIDA 33155 TEL -(305)262.62I5 FAX- (305)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033181 2-9-16 GR1 HP 1 1 Job Reference (optional) • -2-4-8 2-4-8 3-3-3 5-0-0 1 3-3-3 1-8-13 3.00 12 4x8 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:18 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-CyQJk8L9n2S51 ebLjE2FgiEmaLSi 1 _MtBS93S9yxrvV 9-1-0 1 10-9-13 1 14-1-0 I 16-5-8 1 4-1-0 1-8-13 3-3-3 2-4-8 4x4 = Scale = 1:33.4 Camber= 1/16 in 2x4 II -072-7 5-1-12 0-2-7 5-1-12 4x6 = 3x4 = 8-11-4 3-9-8 14-1-0 • • • • • •• • • •••• • • •••• • • •• •• Plate Offsets (X,Y)-- [2:0-5-0,Edge], [3:0-8-15,0-0-1], [4:0-5-8,0-2-0], [6:0-8-3,0-0-5], [7:0-5-0,Edge] •• • • • • •••• ••• • • • •• •' • • • •• • • • • • •• • •• • • • •••• 14-4 5-1-12 .. 0- -4 • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.78 BC 0.32 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.06 9-11 >999 Vert(TL) -0.14 9-11 >999 Horz(TL) 0.02 6 n/a • . • •• • Lid 240 180 n/a • • • • • �• •••• PLiA'flt' • GIMP MTftr • 244/190 •• • Weight: 76 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=982/0-8-0 (min. 0-1-8), 6=982/0-8-0 (min. 0-1-8), 12=-0/0-1-8 (min. 0-1-8) Max Horz 3=18(LC 4) Max Uplift3=-641(LC 4), 6=-641(LC 5) MaxGrav3=982(LC 1), 6=982(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1630/718, 4-5=-1497/703, 5-6=-1607/704 - BOT CHORD 3-11=-572/1514, 10-11=-564/1520, 9-10=-564/1520, 6-9=-576/1492 NOTES - 1) Unbalanced roof live loads have been considered for this design. "2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0ps=; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 16-5-15 L DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 13. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstaid 641 Ib uplift at joint 6. Structural wood sheathing directly applied or 4-4-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8), 13=0/0-1-8 mat) on. gicimian 1.60 plate eafxrP Baez,PA CML / STFIVIRAL P.E. 22249 C4 Cahn loads. 1220 52 39th h 1111, FLORIDA 3355 ift at joiht.1W62.:;225 FAX- (30)262-21;44 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL 15 2016 Job Truss Truss Type Qty Ply A0033182 2-9-16 GR2 ROOF TRUSS 1 1 Job Reference (optional) -2-4-8 2-4-8 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwnzOliHmN40Q6uc_cyxrvU 5-0-011-q 7-6-0 I 10-4-5 14-1-0 5-0-0 0-11-0 1-7-0 2-10-5 3-8-11 4x4 = 12 Scale = 1:28.3 Camber = 3/16 in 7 5-0-0 5-0-0 11 10 3x4 = 3x4 = 11-q 9-6-13 -11-0 3-7-13 • • • • • •• • • •••• • • •••• • • •• • • •••• ••• • • • •• • • • • • •• • • • • • • • • •• • • • • • •• •• •••• 14-1-0 • • • • • • ' 4-6.3 • • I` Plate Offsets (X,Y)-- [4:0-5-4,0-3-0], [7:0-3-8,0-2-3] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.68 WB 0.26 (Matrix) DEFL. in (loc) Vert(LL) 0.16 8-10 Vert(TL) -0.31 8-10 Horz(TL) 0.05 7 • • I/defl L/d >999 240 >527 180 n/a n/a • • PLATEC • MT20. • GRIP • 244/190 Weight: 71 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD `'WEBS NOTES- BRACING - TOP CHORD BOT CHORD (Ib/size) 7=1172/0-3-8 (min. 0-1-8), 2=1474/0-8-0 (min. 0-1-12) Max Horz2=72(LC 4) Max Uplift7=-844(LC 5), 2=-1247(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-3312/2285, 3-4=-3197/2281, 4-5=-3758/2719, 5-12=-3438/2474, 6-12=-3463/2468, 6-13=-3615/2606, 7-13=-3683/2604 2-11=-2136/3138, 10-11=-2486/3621, 9-10=-1891/2748, 9-14=-1891/2748, 8-14=-1891/2748, 7-8=-2465/3520 3-11=-339/554, 4-11=-807/814, 4-10=-265/215, 5-10=-855/1237, 5-8=-491/779, 6-8=-268/287 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0ps Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-6-0, E Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 5) Plate(s) atjoint(s) 3, 4, 5, 7, 2, 11, 10, 8 and 6 checked for a plus or minus 0 degree n 6) Plate(s) atjoint(s) 9 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Structural wood sheathing directly applied or 2-9-15 oc purlins. Rigid ceiling directly applied or 4-10-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. oaa0earudo a 4c3aviguin ; h=22ft; ViriaTh* EtaM PA to 10-6-3; CIVIL / 5iTd1C111 Pt 22245 C11 COM 1220 5111. 35th TERI ACE Mkt FLORIDA 33155 center.- (3051262.6225 FAX- (3051262-2044 Continued on page 2 any other live loads. JUL 15 2016 Job Truss Truss Type Qty Ply A0033182 2-9-16 GR2 ROOF TRUSS 1 1 Job Reference (optional) NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 Ib uplift at joint 7 and 1247 Ib uplift at joint 2. 9) Girder carries hip end with 5-0-0 end setback. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 Ib down and 262 Ib up at 9-1-0, and 321 Ib down and 262 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 2 ID.yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwnzOliHmN40Q6uc_cyxrvU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-143(F=-52), 4-5=-143(F=-53), 5-12=-143(F=-53), 7-12=-90, 2-11=-20, 11-14=-32(F=-12), 7-14=-20 Concentrated Loads (Ib) Vert: 11=-321(F) 14=-321(F) . . . • .. . . .... . . . . .. . ... . . . .. .... .. . . . • . • .... . .. • .. • . • .... • • . . . . • . . . .. . . .. .... • • • . . CG L&LTPYs MEM PA CML / 5TRJC11101 PE 22243 C11 COM 1220 MI 394h TERRACE HIAt1I, FLORIDA 3355 TEL -(305)262•.6225 FAX -(305)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033183 2-9-16 J1 ROOF TRUSS 5 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwnxtlsmmRAOQ6uc_cyxrvU -2-4-8 1-1-8 2-4-8 1-1-8 I 3.00 1T2- 2 Scale = 1:7.3 ) 5x6 = Qo • • • • • •• • • •••• • • •••• 1s1'8.' •••• 4• . ••• • ••• • • • •• 1,1,8•• • • • • • • • • •• ••• • • • •..�• • �• • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.81 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 2 >999 Vert(TL) -0.00 2 >999 Horz(TL) 0.00 3 n/a • L/d :40 •' 18i1 n/a PlIellE6: • GRIP Mfi20 244:1!00.•: •••• • • • • • •• • Weight: 7 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-234/Mechanical, 2=556/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz2=123(LC 4) Max Uplift3=-234(LC 1), 2=-915(LC 4) Max Grav3=444(LC 4), 2=556(LC 1), 4=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-7-1, Interior(1) 0-7-1 to 1-0-11; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wig -4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 915 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the am' LOAD CASE(S) Standard d ly IoaoNtta d0. 4c3mt plift .at jointTm $rs PA n of this truss. COAL/ 8Tlarla , PE. 22249 CA COZ55t2 1220 5U. 39th 'IMAM MIAMI, FLORIDA 33155 TgL- (305) 262• 6225 FN(- (305) 262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033184 2-9-16 J1A ROOF TRUSS 2 1 Job Reference (optional) 1 V 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwn791smmRAOQ6uc_cyxrvU 1-1-8 1-1-8 3.00 12 Scale = 1:4.5 0 Ao 0 Ao 3x4 = 1-1-8 3 1-1-8 ••• • • • • • •••• • • • •• • ••• • • • •• • • •• • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.03 BC 0.01 WB 0.00 (Matrix) • • DEFL. in (loc) I/defl L/d • Vert(LL) -0.00 1 >999 Q40 • • Vert(TL) -0.00 1 >999 190 Horz(TL) -0.00 2 n/a n/a • PI iftet;• GRIP M 20 24418010. • •••• • • • • • •• • Weight: 4 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=55/0-8-0 (min. 0-1-8), 2=45/Mechanical, 3=10/Mechanical Max Horz 1=48(LC 4) Max Upliftl=-50(LC 4), 2=-72(LC 4) Max Gray 1=55(LC 1), 2=45(LC 1), 3=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. -5) Provide mechanical connection (by others) of truss to bearing plate capable of withste 72 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in The an. Irdnr7t lET11C13'Iuaus. d ° gad lif®r 8 E111,gi 0 . a1 4c3Pgan LOAD CASE(S) Standard n of this tri75S 5 T16 S PA CML / 5TRJCl RAL P.E. 22249 a X12 1110 511139th TERRACE MIANI, FLORIDA 33155 TEL -(305)262.6225 PAX -(305)262.20N JUL 15 2016 Job Truss Truss Type Qty Ply A0033185 2-9-16 J1B ROOF TRUSS 1 1 Job Reference (optional) • I 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwn771sImRAOQ6uc_cyxrvU 1-1-8 1-1-8 3.00 12 3 1-1-8 1-1-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.03 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 1 >999 Vert(TL) -0.00 1 >999 Horz(TL) -0.00 2 n/a •••• • • •••• • • •• •• • •L/d • •' Q40 • • 18I, • n/a • • •• • • •••• ••. • • • •• Scale = 1:4.5 �• • • .• • • • • • •• • •• • • • •••. • • • • • • • • • 2441113)). •: •.•• • • • • •• • Weight: 4 Ib 2T 0 GRIP M FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=57/0-3-8 (min. 0-1-8), 2=46/Mechanical, 3=11/Mechanical Max Horz 1=48(LC 4) Max Upliftl=-53(LC 4), 2=-74(LC 4) Max Gray 1=57(LC 1), 2=46(LC 1), 3=21(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witlrarrrtrt rerfive"toada. 4) Refer to girder(s) for truss to truss connections. "5) Provide mechanical connection (by others) of truss to bearing plate capable of withstE nd 74 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy LOAD CASE(S) Standard lift®o8 gcarITAnn n of this trss'a"5"'M6 ENCIHIRS, PA. CML / 8711C1UR L PE. 22245 X41 CCM 1120 5111391h TERRACE MI114 FLORIDA 33155 TEL -(305)262 n225 FAX -(305)2F -20N JUL 15 2016 Job Truss Truss Type Qty Ply A0033186 2-9-16 J1C ROOF TRUSS 4 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:19 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-g8zhyUMnYMayfnAXGxZUMwn711rImRAOQ6uc_cyxrvU 1-1-8 3.00 12 1-1-8 1 1 3x4 = 0-11-8 0-11-8 11-1-81 • • • • • •• • • •••• • • •••• • • •• •• •• • • • • •••• ••• • • • •• Scale = 1:4.9 �• • • • • • • • • • •• • •• • • • •••• • • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.03 BC 0.10 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 4 >999 Vert(TL) 0.00 4 >999 Horz(TL) -0.00 2 n/a • • d • €40 • 1 1$d • n/a PIfI'ES•• GRIT MT 20 • • 244160• • • • • • •• • Weight: 4 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=50/Mechanical, 3=-277/Mechanical, 4=349/0-1-8 (min. 0-1-8) Max Horz4=65(LC 4) Max Uplift2=-85(LC 4), 3=-277(LC 1), 4=-294(LC 4) Max Grav2=50(LC 1), 3=248(LC 4), 4=349(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. '5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst Ib uplift at joint 3 and 294 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana h=22ft; Cat. II; tranro ttTeitf Ve"I u dt%. LOAD CASE(S) Standard 0�0 , iforTsun lift at joint 20yikait6 wan Pa CML / 8TRJC1l 4L n of this truss. RE. 22243 C1 COZ55t2 1120 5113% TERRACT tIIAHI, FLORIDA 3355 TEL- (305) 262•.6225 MAX- (305)11.1-1014 JUL 15 2016 Job Truss Truss Type Qty Ply - A0033187 2-9-16 J3 ROOF TRUSS 5 1 Job Reference (optional) -2-4-8 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:20 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-8KX39gNPJgipHxlkgf4jv7K3d8B3VuQAfine9W2yxrvT 3-0-0 2-4-8 3-0-0 3 Scale = 1:10.6 4x4 = • • • • • •• • • •••• • • •••• •••4• •••• ••• • • • •• • • • • • • • • • • • •• • •• • • • • • 3-0-0 •. • • ••. • 3-0-0 • • • • • • • • Plate Offsets (X,Y)-- [2:0-3-11,Edge] • • • PLATES MLLu . •• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 1.00 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) Vert(LL) -0.00 2-4 Vert(TL) -0.01 2-4 Horz(TL) -0.00 3 I/deft �L/d • • • >999 21d • >999 180 n/a n/a • • GRIP• • •. 24/190 • Weight: 13 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=-40/Mechanical, 2=522/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz2=159(LC 5) Max Uplift3=-40(LC 1), 2=-730(LC 4) Max Grav3=164(LC 4), 2=522(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 2-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wittl -4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst2 730 Ib uplift at joint 2. ... 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ane LOAD CASE(S) Standard ° tizaarodcp VcDriMara ift at joint 42gALT16eritEEKPA. n of this truss.CML18711011 8441. • n.22243 22243 .4 05512 1120 511139th TE532ACE FIIAt11, FLORIDA 33155 TEL -(305)262.x225 FAX -(305) 2W-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033188 2-9-16 J3A ROOF TRUSS 2 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:20 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-8KX39q N PJgipHxlkgf4jv7KG W8BxVuQAfine9 W2yxrvT 3-1-8 3-1-8 Scale = 1:6.3 Ao 3x4 = 3-1-8 3-1-8 • • • •• • •••• • • •••• • •3 •• •• • • • • • •• • - • • . • ••• • • • • • •• • • • • • •• • •• • • • • • •• • • • • •••1 • •• • • • • • • • •• • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.18 BC 0.08 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1-3 >999 240 Vert(TL) -0.01 1-3 >999 • 180 Horz(TL) -0.00 2 n/a n/a •• • PLATES GRIP MT20 244/190 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=137/0-8-0 (min. 0-1-8), 2=111/Mechanical, 3=26/Mechanical Max Horz 1=107(LC 4) Max Upliftl=-128(LC 4), 2=-175(LC 4) Max Grav1=137(LC 1), 2=111(LC 1), 3=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. -5) Provide mechanical connection (by others) of truss to bearing plate capable of withst' 175 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an psf; h=22ft; Cat. 11; Many urner live ioaas. LOAD CASE(S) Standard gn of this ta "T6` PA CML / STRUCURAL PE. 2228 at won 1220 551.39th TERRACE MIAr1G R.ORVA 33155 TEL- 005/262. 6225FAX- (305) 262-2134 JUL 15 2016 Job Truss Truss Type Qty Ply A0033189 2-9-16 J3B ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:20 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-8KX39q N PJgipHxlkgf4jv7 KF48BIVuQAfine9 W2yxrvT 3-1-8 3-1-8 Scale = 1:6.3 1 3-1-8 • • • • • • • 3-1-8 •• • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.21 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 1-3 >999 Vert(TL) -0.01 1-3 >999 Horz(TL) -0.00 2 n/a Ud 240 180 n/a •••• • • . •• • • • • .• • PLATES GRIP MT20 244/190 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=147/0-3-8 (min. 0-1-8), 2=119/Mechanical, 3=28/Mechanical Max Horz 1=107(LC 4) Max Upliftl=-140(LC 4), 2=-186(LC 4) Max Grav1=147(LC 1), 2=119(LC 1), 3=57(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. '5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 186 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ani IYdury o1Ii i IIv'iodd5. LOAD CASE(S) Standard ponmk1d1 i. n 4c) l'7U1Ju U gn of this tre0BULTIG larsINIEEK PA CML / 51NUCIURAL Pt 22245 til 01M12 1220 511139Th TERRACE 11IM1, FLORIDA 3365 TEL- (305? 2&2• b2I5 FM- (305126,2-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033190 2-9-16 J3C ROOF TRUSS 4 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:20 2016 'Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-8KX39gNPJgipHxlkgf4jv7KEm8BNVtMAfine9W2yxrvT 2-10-0 3-1-8 2-10-0 0-3-8 3x4 I I Scale = 1:6.8 2-6-0 o •••• A • • 2x4 I I • • • 2-6-0 •• • • • '1 8 • •0-'-8 •• • Q°• • • • • • •• 4 • • • •••• Plate Offsets (X,Y)-- [2:0-2-4,0-1-8] • • • • •1• • • • •. • • • • • • • ••• • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.29 BC 0.11 WB 0.07 (Matrix) DEFL. in (loc) Vert(LL) 0.00 4 Vert(TL) 0.00 4 Horz(TL) 0.00 I/defl n/r n/r n/a L/d 120 90 n/a PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 5=331/0-8-0 (min. 0-1-8), 2=0/Mechanical Max Horz 5=602(LC 4), 2=498(LC 1) Max Uplift5=-372(LC 5) a Max Gravy=331(LC 1) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-569/554 BOT CHORD 1-5=-498/602 -,- WEBS 2-5=-296/389 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an ly 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exce Structural wood sheathing directly applied or 3-1-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard f'aFtll0 tai latiragn loads. 02604 melts, PA CML / STR]C1tlL PE. 22243 0411 551? plift at joint ,�5 n of thisM 39th hII FLORIDA 3355 TEL- (305) 262..a225: FAX- (31x5)162 -2®N JUL 15 2016 Job Truss Truss Type Qty Ply A0033191 2-9-16 J5 ROOF TRUSS 3 1 Job Reference (optional) 1 -2-4-8 2-4-8 1 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:20 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-8KX39q NPJgi pHxl kgf4jv7K3d89FVuQAfine9 W2yxrvT 5-0-0 2 3.00 12 5-0-0 1 Scale = 1:14.3 3 4x4 = 1 B4 5-0-0 5-0-0 • • •••• • • • •• • • • • . • •• •• • .• • • • • . • • .• • ••• • • • a• • •• • • • • •• •• •. • • • ..•. • • • Plate Offsets (X,Y)-- [2:0-3-7,Edge] • •.•• • • • • • • • • • • •G•••• • • • • •• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 1.00 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 2-4 >999 Vert(TL) -0.06 2-4 >866 Horz(TL) -0.00 3 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 19 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=117/Mechanical, 2=565/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz 2=207(LC 5) Max Uplift3=-252(LC 5), 2=-667(LC 4) Max Grav3=117(LC 1), 2=565(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 667 Ib uplift at joint 2. .. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an. LOAD CASE(S) Standard plift.at jointanalTNG eatermPa gn of this truss.CIVIL / BTFUCTURAL PE 22245 C11 0005512 1229 Ma 394h TE5RACE KA I, FLORIDA 3355 TEL- (3(5) 262• x225 fM• 00517(.2-1014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033192 2-9-16 J5A ROOF TRUSS 3 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:20 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-8KX39q NPJgi pHxl kgf4jv7K9s89FV uQAfine9 W2yxrvT 5-0-0 1 0° 3x4 = 5-0-0 3.00 12 T1 Bi 5-0-0 4 2 ••• • •••• •• • ••• • • • •• • •••• • •••• • • •• •• • • • • • • • • • •• • •• • • • • • •• Scale = 1:9.6 • ••• •• ••• • • • • • • •• • • • •••• 3 • • •• • • • • •••• • • • •• • 5-0-0 • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.61 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 1-3 >999 Vert(TL) -0.06 1-3 >866 Horz(TL) -0.00 2 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 15 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=240/0-8-0 (min. 0-1-8), 2=195/Mechanical, 3=45/Mechanical Max Horz 1=172(LC 5) Max Upliftl=-231(LC 5), 2=-303(LC 5) Max Gray 1=240(LC 1), 2=195(LC 1), 3=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit -4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstE 303 Ib uplift at joint 2. -, 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the am LOAD CASE(S) Standard plift.at jointT B'rs PA n of this truss.CCYIL / $TRJG1t 41 PF 22243 CA X512 1220 511139th TERRACE MIA/11, FLORIDA 33155 TEL -(305)262.6115. FAX -(305)161-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033193 2-9-16 M1 ROOF TRUSS 4 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMA014zggu5KwOM bySLsHTYKjEKRJtQNj3UyxrvS 6-0-0 7-10-11 6-0-0 1-10-11 1 Scale = 1:16.6 3x4 11 Camber= 1/8 in 4 2-1-2 2-1-2 • • • • • •• • 6-0-0 6-4- 3-6-13 • • • • • 7-10-11 • • 1-10-11 • • • Plate Offsets (X,Y)-- [4:0-2-0,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.81 BC 0.94 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.22 6-7 >274 Vert(TL) -0.18 6-7 >334 Horz(TL) -0.15 4 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-3-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=723/0-8-0 (min. 0-1-8), 5=235/0-3-8 (min. 0-1-8), 4=232/0-3-8 (min. 0-1-8) Max Horz 7=329(LC 5) Max Uplift7=-519(LC 4), 5=-290(LC 5), 4=-300(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-316/72 BOT CHORD 1-7=0/329 WEBS 2-7=-468/453 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-11; Lam • DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit) a 4) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 290 Ib uplift at joint 5 and 300 Ib uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint s) 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anfly 8) Hanger(s) or other connection device(s) shall be provided sufficient to support conce 174 Ib up at 6-0-0, and 179 Ib down and 174 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 a d1. - 61o0 111 C1E11 cknffic, Q loads. mom His* FA CML / 5T16.. plift at joint P',E 22245 CA x1511 1120 sill 39th TE4RACE KA 1I, FLORIDA 33155 n of thin)162 6225 FAX OM 21i2.2144 ate(' Inad(c) 17Q Ihrinwn ,n JUL 15 2016 l Job Truss Truss Type Qty Ply A0033193 2-9-16 M1 ROOF TRUSS 4 1 Job Reference (optional) NOTES - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 1-5=-20 Concentrated Loads (Ib) Vert: 6=-358(F=-179, B=-179) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMA014zggu5KwOMbySLsHTYKjEKRJtQNj3UyxrvS .... . . . . .... .. . ... . . • • • .. • .•• • .... • • • • • • • • • .. • . • • .. • • • • • • • .. • .. • • • .... • • • • • • • • • •••• • • • 1220 MI 39th TUi2A('.E MI, FLORIDA 33155 TEL- (305) 262 6225 FAX- M5)262-204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033194 2-9-16 M10 ROOF TRUSS 1 1 W2 W3 Job Reference (optional) 4-2-0 4-8-8 0-5-12 0-6-8 1 6 2 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-YvDCnsPHcb4N8PUJVneQXmxmbMCOI F WcLksg7NyxrvQ 6-10-14 7-5-0 8-7-12 2-2-6 0-6-2 1-2-12 0.25 12 3 2x4 II \\\. ‘15)\\ W1 W2 W3 111, • • • 2x4 II 3-8-4 4-2-0 4-2110 4-8-8 0-10-4 0-5-12 0-01J100-5-14 6-10-14 2-2-6 4 •• • • 3x4 ••• •• • 7-4-0 750 0-5-2 01110 •••• • • •••• ••• • • • •• • •• • • • •• • •• • • • •• • •••• • • •••• • • • •• • Scale = 1:9.2 • • • • • • • .• • • • • 9-6-0 • 2-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.25 BC 0.09 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 4-5 >999 Vert(TL) -0.01 4-5 >999 Horz(TL) -0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 23 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS LBR SCAB 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 1-7 2x4 SP No.2 one side REACTIONS. (Ib/size) 4=152/0-3-8 (min. 0-1-8), 5=199/0-3-8 (min. 0-1-8) Max Horz 5=10(LC 5) Max Uplift4=-179(LC 4), 5=-217(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 . 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ally usher live luaus: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand' 217 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana,ly LOAD CASE(S) Standard P1! ginis VcapTsurt n of this treva(fam Bal , FA. CML / 8Tfd1G111R61 P 11149 CA 00055U 1220 NIL 39111 TE' RACE MINIMI, FLORIDA 3355 TEL- (31D5) 2&2•.6I25. FAX- Mb) Ib -2a4 JUL 15 2016 Job Truss Truss Type Qty Ply A0033195 2-9-16 M11 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-YvDCnsPHcb4N8PUJVneQXmxd3MBhiF9cLksg7NyxrvQ 5-9-3 5-9-3 2.12 riT 2 84- • • •• •. • ••• 3x4 = 3-11-5 4 3-11-5 4-5-0 0-5-11 • •••• • • •••• • • •• • • • • • • • • • • • • •• • 3 .. VV Scale = 1:11.4 _•- • • •• • • • • • • • • •• • • • •••• • • • • •••• • • • •• • • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.80 BC 0.14 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 3 >999 Vert(TL) -0.02 3 >999 Horz(TL) -0.00 2 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 17 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=256/0-8-0 (min. 0-1-8), 2=230/Mechanical, 4=82/0-11-5 Max Horz 1=148(LC 5) Max Upliftl=-270(LC 4), 2=-335(LC 5) Max Grav 1=256(LC 1), 2=230(LC 1), 4=164(LC 3) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 5-5-3; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 335 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an, LOAD CASE(S) Standard ItHando 4c3Maan plift at jointc3yarm}4 ;PA gn of this trussCML / 5Ta1Cli 1 Pt 22243 CA 000550 1220 MI 39th TERRACE tIWII, FLORIDA 33155 TEL -(305)262.6225 FAX -(305)262-2014 JUL 15 2016 Job Truss Truss Type Qty PIy A0033196 2-9-16 M12 ROOF TRUSS 1 2 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-YvDC nsPHcb4N8PUJVneQXmxfEM?bi71 cLksg7 Nyx rvQ 6-0-7 5-4 11-6-0 6-0-7 -4-13 5-0-12 Scale = 1:18.8 Camber = 1/8 in 2x4 II 3 4 6-5-4 3x6 II •••• • • •••• • •• • • • • • •• • •• • • • • • •• •• •••• • • • • • • s • • • • •• • 11-6-0 • • • •••• • • • •• • • • •••d•• d• Q• • •,••j• 'CC L• • • •• • • • • 6-5-4 5-0-12 Plate Offsets (X,Y)-- [1:0-7-3,0-0-9], [6:0-3-0,0-4-0], [7:0-4-4,0-1-8] LOADING TCLL TCDL BCLL BCDL (psf) 30.0 15.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.66 BC 0.91 WB 0.52 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.15 1-7 >855 Vert(TL) -0.25 1-7 >526 Horz(TL) 0.03 6 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 114 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. REACTIONS. (Ib/size) 1=2494/0-8-0 (min. 0-1-8), 6=1807/0-8-0 (min. 0-1-8) Max Horz 1=256(LC 5) Max Upliftl=-1941(LC 4), 6=-1490(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-5159/3849, 2-8=-5104/3858, 3-6=-186/260 BOT CHORD 1-7=-3929/4944, 6-7=-3929/4944 WEBS 2-6=-5163/4084, 2-7=-1844/2377 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or ba CASE(S) section. PIy to ply connections have been provided to distribute only loads otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 11-6-0; L DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs and 1490 Ib uplift at joint 6. 7) Girder carries tie-in span(s): 14-1-0 from 0-0-0 to 6-5-4; 2-8-0 from 6-5-4 to 11-6-0 cic( r of f; im elgrOgigtdC3. Mc, U 4XPl R! U (B), unlesscctem 9 e pA sf; h=22ft; Cat. OK / $Tg 11P41 • 60 plate grin 22245 CA 000512 1220 511139th TERRACE MKAt1I, FLORIDA 3355 loads. TEL- (305)262.5125 FAX- (305) 262-204 apding 1941 Ib uplift at ioint 1 UL 15 2016 066Sti0ecrigifiaf it2reaks with fixed heels" Member end fixity model was used in the analysis and design of this truss `/ Job 2-9-16 1 Truss M12 Truss Type ROOF TRUSS Qty 1 Ply 2 Job Reference (optional) A0033196 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 2 I D: yR7aErAsOxAZuJ6S81 ewN Uz WOzo-YvDCnsPHcb4N8P UJ VneQX mxfE M?bi71 cLksg7NyxrvQ NOTES - 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1172 Ib down and 1008 Ib up at 6-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Load (plf) Vert: 1-3=-90, 3-4=-30, 1-7=-334(F=-314), 5-7=-20 Concentrated Loads (Ib) Vert: 7=-1172(F) •••• • • • • •••• --• • • •- •• • ••• • • • • • ••••+• •• • • • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • 0 0r0fffind0 Vicaresun TEL- 00/162 i,225 FAX- OM 20-2014 1220 511. 35th TURACE Mkt FLORIDA 33155 MUM ersINEERS, PA. PE. 22245 a COMM JUL 15 20i6 Job Truss Truss Type Qty Ply A0033197 2-9-16 M13 ROOF TRUSS 3 1 Job Reference (optional) -21-41-8 -2-1-0 0-318 2-1-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-YvDCnsPHcb4N8PUJVneQXmxjrM8Si7UcLksg7NyxrvQ 6-0-7 .1 11-6-0 6-0-7 5-5-9 3x4 3x4 = 11 4 3.00 I12 Scale: 1/2"=1' 3x4 I I 6 7 6. A. 3x5 = 6-0-7 10 2x4 II 6-0-7 1 o • • •• • •• • • •••• • • •••• • • •• •• • • • • • •• •-- • ••41• • • • • 6• • • • • •• ••1•ri 5x6•4•• • • • • • • •• • • • •••• • • • • • • • • • • • • • •• • •••• • • • • • • 11-6-0 • 5-5-9 • 1 • Plate Offsets (X,Y)-- [3:0-5-7,0-0-0], [9:0-3-0,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.43 BC 0.35 WB 0.56 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.04 3-10 >999 Vert(TL) -0.10 3-10 >999 Horz(TL) 0.02 9 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 52 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 9=591/0-8-0 (min. 0-1-8), 3=847/0-8-0 (min. 0-1-8), 2=69/0-1-8 (min Max Horz 3=287(LC 5), 2=31(LC 4) Max Uplift9=-478(LC 5), 3=-447(LC 4), 2=-117(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1220/571, 6-9=-206/280 BOT CHORD 3-10=-748/1110, 9-10=-748/1110 WEBS 4-9=-1105/729 Structural wood sheathing directly applied or 4-10-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0pr, BGuL_o.upst; n=«fT Uat. it; 1 Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 11-6-0; L DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit i a 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst : n 447 Ib uplift at joint 3 and 117 Ib uplift at joint 2. 6) Non Standard bearing condition. Review required. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard C40 Ute, 4 rikai CCWATPG ENGINEERS, FA CML / ST JC1[NAL plift at joint .21149 CA COOK 1220 Stat 39th TESRACE MIAMI, FLORIDA 3355 TEL -(305)262.6215 FAX- (305)2i2.20N JUL 15 2016 Job Truss Truss Type Qty Ply A0033198 2-9-16 M13B ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-YvDC nsPHcb4 N8PUJVneQXmxitM5mi6XcLksg7NyxrvQ 6-0-7 11-6-0 6-0-7 5-5-9 Scale = 1:19.2 Camber = 1/16 in 3x4 H 3 4 6-0-7 6-0-7 • • •• •• • • • :11-6;CT • •• • • • •••• • •• • • • •• Plate Offsets (X,Y)-- [1:0-2-3, Edge], [6:0-3-0,0-2-12 •••• • • .• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.49 BC 0.52 WB 0.62 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.07 1-7 >999 Vert(TL) -0.15 1-7 >856 Horz(TL) 0.03 6 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=599/0-8-0 (min. 0-1-8), 6=613/0-8-0 (min. 0-1-8) Max Horz 1=262(LC 5) Max Upliftl=-372(LC 4), 6=-489(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250. (Ib) or less except when shown. TOP CHORD 1-8=-1328/617, 2-8=-1256/626, 3-6=-200/277 BOT CHORD 1-7=-805/1220, 6-7=-805/1220 WEBS 2-6=-1226/791 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 11-6-0; L DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Provide mechanical connection (by others) of truss to bearing plate capable of withst 489 Ib uplift at joint 6. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard Structural wood sheathing directly applied or 4-4-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-4-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , bLL)L=S.upsr; n=zet; uat. n; 69 cliii, j.ifl t� u (moi m • CLTK autism PA • toads. plift at joint 1 arn- $ L PE 21243 CA 0X5512 gn of thiVru�.35th TERRACE tilki FLORID A 3355 TEL- (305)262•.6225 FAX- (305)2.2-2014 J JUL 15 2016 Job Truss Truss Type Qty Ply A0033199 2-9-16 M19 ROOF TRUSS 5 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:23 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-YvDCnsPHcb4N8PUJVneQXmxiDM79iERcLksg7NyxrvQ 4-2-0 4-2-0 3 Scale = 1:8.6 3x4 = 2-6-0 2-6-0 Plate Offsets (X,Y)-- [2:0-2-8,0-1-0], [5:0-2-12,0-1-8] A° 3x5 11 5 2-10-0 0-4-0 • • • •• • •••• • • •••• • • •• •• • • • • • 4• • • • •• • • • •••• cO .• • • • • • • • . r ••.. • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.43 WB 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 4-5 >999 Vert(TL) 0.01 4-5 >999 Horz(TL) -0.06 3 n/a Ud 240 180 n/a •• • PLATES GRIP MT20 244/190 Weight: 14 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=-210/Mechanical, 4=-158/0-3-8 (min. 0-1-8), 5=798/0-8-0 (min. Max Horz 5=161(LC 5) Max Uplift3=-210(LC 1), 4=-158(LC 1), 5=-774(LC 5) Max Grav3=229(LC 4), 4=132(LC 4), 5=798(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-518/626 Structural wood sheathing directly applied or 4-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 3-10- DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 158 Ib uplift at joint 4 and 774 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar d; Lumber uUL=1.bU place grip LOAD CASE(S) Standard e loads. ca45im eb , PA. uplift at joint 3 CML / 51.141C11 4L p..22248 CA 0X5512 • ign of tVigi 39th TE5RACE f11AMl, R.ORIDA 33155 TEL -(305)262.6225 FAX -(305)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033200 2-9-16 M2 ROOF TRUSS 6 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMA014zgg u5KwOM bySLsS?Y WM ELIJtQ Nj3UyxrvS 1 -1 1 -6 3x4 = 2x4 11 2 3 T1 W1 W2 W1 Scale = 1:12.6 2x4 11 B1 5 3x4 = 6 4 1 -1 1 -6 1 -1 1 -6 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • . • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.07 BC 0.13 WB 0.02 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 5-6 >999 Vert(TL) -0.01 5-6 >999 Horz(TL) 0.00 4 n/a •• • • •• • • •••• ••• • • • •• • • • • • • • • •• • •• • • • ••• • •• • • • • • • •• • • • • Ud 240 180 n/a • • • PLATES • GRIP MT20 244/190 Weight: 16 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 6=192/0-1-8 (min. 0-1-8), 4=179/Mechanical Max Uplift6=-217(LC 4), 4=-215(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-11-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6. '7) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 215 Ib uplift at joint 4. 8) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 1-11-6 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front .0psf; h=22ft; Cat. 11; live loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 plwj J9 a° Bl , U c: lel U • C 5(LTPYs ersp PA gn of this truss.CA - / 5T131C1 . (B). PE. 22243 C.4 ICU 1220 511139th 'IMAM MAIL FLORIDA 33155 TEL -(305)262•.6225 FAX- 005)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033200 2-9-16 M2 ROOF TRUSS 6 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 2 I D: yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5R MA014zgg u5KwOM byS LsS?Y WM E LIJtQNj3UyxrvS LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-90, 2-3=-30, 4-6=-127(F=-107) . • •• • • • • •••• • • • • •. . ••• • • • •• • •••• •••• • • •• •• • • • • • • • • • • • • • •• • •• • • • •••• • • • • �• • • • • • • • •• • •••• • • • 0illdO. U 4:u ltlil U CON6l4.TPG 9YsII*ERS, PA CMk / 87116111M. PE. 22243 X11 COMI2 1720 511139th TESRACZ HIM, FLORIDA 33155 1E1.-(305)262 15225' FAX -(305)262.204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033201 2-9-16 M3 ROOF TRUSS 12 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-cX5RMA014zgg u5KwOM bySLsORYUGEKRJtQNj3UyxrvS 6-0-0 6-0-0 3x4 11 3 4 -FAmmimumnimmignin 1 2x4 = 2-0-8 2x4 II 2-0-8 7 VV -9-1 6-0-0 •••• • • •••• • • •• •• 2x4 • • • • • • •• • • • • o •• fi 5•• • • • 11 •••• 3-7-7 • • • • .•••,• Scale = 1:13.1 • • • ••• • • Plate Offsets (X,Y)-- [3:0-2-0,0-1-0] .• • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.36 BC 0.26 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.01 6-7 >999 Vert(TL) • 0.02 6-7 >999 Horz(TL) -0.05 3 n/a L/d 240 180 n/a •• • • PLATES GRIP MT20 244/190 Weight: 23 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 7=543/0-8-0 (min. 0-1-8), 3=104/Mechanical, 6=3/Mechanical Max Horz 7=295(LC 5) Max Uplift7=-424(LC 4), 3=-266(LC 5), 6=-18(LC 5) Max Grav7=543(LC 1), 3=104(LC 1), 6=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-286/52, 2-8=-280/73 BOT CHORD 1-7=-0/295 . WEBS 2-7=-399/452 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p - Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 6-0 DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 266 Ib uplift at joint 3 and 18 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. CO in% BGS; PA CML / 9T ifl RAL PE. 22243 C.40005512 plift at j1139th TERRACE Ml , FLORIDA 33155 TEL -(305)262.6225 FAX -(305)262-20N *rig a nrf riacir n of flue fr+.`c LOAD CASE(S) Standard JUL 15 2016 Job Truss Truss Type Qty Ply A0033202 2-9-16 M4--- ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-cX5 R MA014zgg u5KwOM bySLsOzY WtEKMJtQNj3UyxrvS 4-2-2-6-� 8-4-4 4-2-2 2x4 II 1 9 -4- 3-10-2 0.25 12 3x4 = 10 2 3x4 = 4 W1 B1 W3 8 3x4 = 0-QT14 0- -14 0' 7 3x4 = 4-6-2 4-5-4 4,-10-,2 b x••11 • 4 • • • •••• �' • • • •• • •••A • E • •b• 5 2x4 H Scale = 1:15.7 • •• • • •••• •• • • • • • • • • •••• •• • •• • • • • • •• •• •••• • • • • 8�4-4 3►6-2 •. • • • • • w• I• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 7-8 >999 240 Vert(TL) -0.03 7-8 >999 180 Horz(TL) -0.00 6 n/a n/a • • • PLATES • GRIP MT20 244/190 Weight: 42 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8), 6=152/0-8-0 (min. 0-1-8), 7=543/0-8-0 (min. 0-1-8) Max Horz 8=18(LC 5) Max Uplift8=-185(LC 4), 6=-178(LC 5), 7=-424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-447/480 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. • -4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withste 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ane LOAD CASE(S) Standard a nd+ • . ' lift .at joint p j ect16i6.TPG BACs PA CMk / 8T�1C11101 ly-;'__ •n •of this truss. p 12248 11? 1120 Mil 39th TERRACE Ml11I, FLORIDA 3355 TgL- (305) 262..L225 FAX- (305) 262-104 arili c © w ` u JUL 15 2016 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. Il; • Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. • '4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the arm Job Truss Truss Type Qty Ply A0033203 2-9-16 M4 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMA014zggu5KwOMbySLsOzYWtEKMJtQNj3UyxrvS 4-2-2 �4-6-? 8-4-4 4-2-2 2x4 II 9 -4- 3-10-2 0.25 12 3x4 = 10 2 3x4 = 3 4 W1 B1 W3 •••,•• • W5 • • • •• 8 3x4 = 0-14 0-0114 7 3x4 = 4-6-2 4-5-4 4640 •••••• •••• • • •••• •••••• • • •• •• • • • • . • • • • • •• • 8-4-4 • •• p' • •8 5 .2x4'1. • • • • •••• • • • • • • 3-6-2 Scale = 1:15.7' •...•. •• • • • • • • •••••. • •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 7-8 >999 Vert(TL) -0.03 7-8 >999 Horz(TL) -0.00 6 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 42 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8), 6=152/0-8-0 (min. 0-1-8), 7=543/0-8-0 (min. 0-1-8) Max Horz8=18(LC 5) Max Uplift8=-185(LC 4), 6=-178(LC 5), 7=-424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=447/480 plift.atjointu erstEERs, PA ., n of this truss. CML / 8TRUC11NA1. PE 22243 CA O55U 12I0 5At 39th TERRACE HKAt11, FLORIDA 3355 TEL -(305)262•.8225 FAX -(305)2W-2014 LOAD CASE(S) Standard JUL 15 2016 Job Truss Truss Type Qty Ply A0033204 2-9-16 M4A ROOF TRUSS 1 1 Job Reference (optional) 3x4 = 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMAO14zggu5KwOM bySLsMIYU9EH DJtQNj3UyxrvS 4-2-9 8-5-3 4-2-9 4-2-9 0.25 12 2x4 II 9 2 3x4 —Ti W1 W3 B1 8 3x5 II 4-2-9 7 3x8 = 8-5-3 • • • •• •••• • • •••• • • •• •• • • • • • • • • • • • • •• • •• 0 • 4 • .8 :3x6•li• •••• • • Scale = 1:15.8 •••••• • • • • • • • •••••• • •• • •••• • • • • •• • 4-2-9 4-2-9 • Plate Offsets (X,Y)-- [6:0-2-12,0-1-8], [8:0-2-12,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.27 WB 0.29 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.04 7-8 >999 Vert(TL) -0.07 7-8 >999 Horz(TL) -0.00 6 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 42 Ib • FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 8=679/0-8-0 (min. 0-1-8), 6=710/0-8-0 (min. 0-1-8) Max Horz8=18(LC 5) Max Uplift8=-577(LC 4), 6=-647(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-548/501, 3-6=-562/562, 1-9=-1047/853, 2-9=-1041/853, 2-3=-1049/864 WEBS 1-7=-904/1111, 3-7=-941/1132, 2-7=-434/460 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-5-3; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 647 Ib uplift at joint 6. 6) Girder carries tie-in span(s): 4-10-0 from 0-0-0 to 8-5-3 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fro Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 9417BCflL-5.Opsr, n=zzrt; Lat. 11; LOAD CASE(S) Standard Continued on page 2 idrigo fbrigun MOM LTWJ eCsi , PA loads. CML / 8MCTURAL plift at joint r 243 CA CO 1220 MI 3% TE9.RA(-.E MAIL FLORIDA 3355 n of this ru ) 262•.6115 FAX- (30) 262•2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033204 2-9-16 M4A ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:21 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-cX5RMA014zggu5KwOMbySLsMIYU9EHDJtQNj3UyxrvS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 5-8=-80(F=-60), 1-3=-90, 3-4=-30 •••• • • • • •••• • . • •••o••• • • • • • • • •••• • • •••••• • • •• •• • • • • • • • • • • • • • • • • •• • • • • • •• • •• • • • • • • • • • •••• • • • • • • • •••• • • ••••• •• S. • • • outuadoffTi1i filCIPTAiln C045111,6 ettests, PA CMk / 5T1=11CTI1R4L PE- 22245 CA 0005512 7220 311139th TERRACE KAM FLORIDA 33155 TEL -(305)162.6225 FAX -(305)262.204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033205 2-9-16 M5 ROOF TRUSS 1 1 Job Reference (optional) 1-9 3-6-5 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:22 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-4jfgaWPfrHyVVVVFv6y36B_YPb6ytmznhT647GbwyxrvR 7-5-1 3-6-5 2x4 I I 0.2512 2x4 11 8 2 3-10-12 1 2x4 11 3 4 T1 W1 W2 • . • • • • W3 •••• •• •• • B1 • • • •••,•• •• 2x4 11 0-9-4 0--4 2x4 I I 3-6-5 6 3-6-1 47 •••••• •••• • • •••• • • •• •• • • • • • • • • • • •• • 7-5-1 •!'• 244 11.. • •5 • •••• • • • • •••• • • • •• • 3-6-12 1 Scale = 1:14.0 •••••• • • • • ••••• •••••• • •• • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.12 WB 0.08 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 5-6 >999 240 Vert(TL) -0.01 5-6 >999 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 28 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectibn, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=137/0-3-8 (min. 0-1-8), 6=475/0-8-0 (min. 0-1-8), 5=181/0-8-0 (min. 0-1-8) Max Horz 7=17(LC 5) Max Uplift7=-142(LC 4), 6=-414(LC 5), 5=-198(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-384/448 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-5-1; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsts 414 Ib uplift at joint 6 and 198 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana LOAD CASE(S) Standard aula 1 ci o 4caziguin plift.at jointectistrit9�s PA gn of this truss.0IVI= I STRJC11R1 PE. 22243 CA WW2 1220 511139th TENRACE HIAt11, FLORIDA 33155 TEL -(305)262.6225 FAX- 005)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply W W3 •••1,4,. r A0033206 2-9-16 M6--- ROOF TRUSS 1 1 •• Job Reference (optional) 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:22 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-4jfga WPfrHy W WFv6y36B_YPVVymyzn kT647G bwyxrvR 7-2-6 2x4 II 6 7-2-6 0.25 I12 5x6 2 Scale = 1:13.6 Camber = 3/16 in 3 4x4 = 7-2-6 • • •• •• • • 1 • • • • • • • •• • 20(4 lib • • •• • •••• • • • •• • 7-2-6 000000 • • • • • • • • ••••• •• • • • • • Plate Offsets (X,Y)-- [2:0-2-9,0-2-8], [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.60 BC 0.56 WB 0.08 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 4-5 >718 240 Vert(TL) -0.27 4-5 >287 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=357/0-3-8 (min. 0-1-8), 4=408/0-8-0 (min. 0-1-8) Max Horz5=16(LC 5) - Max Uplift5=-318(LC 4), 4=-401(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-292/355 WEBS 2-4=-343/434 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7 -2 -6e -UI libel DOL -1.150 I11due ynl " DOL=1.60D [q� o n - - 2) Provide adequate drainage to prevent water ponding. s ©U . ( j ,o 9J yAt U 3) Plates checked for a plus or minus 0 degree rotation about its center. �, ,. ;�...• , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wits a s� • • ;�;�- loads. caa,: 1146113 PA 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan:%,. c : =46, plift at joint 5 a W".. CTt ,61 . 401 Ib uplift at joint 4. P.E. 22243 C.4 CCM 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an Sly nM� _' d, gn of thisgg.S.39th TEzoC.E mini FLQ A 3355 LOAD CASE(S) Standard r5'a i.,+* TEL- ()262.Ob. MX- (305)16,2-20N JUL 15 2016 T1 W1 W W3 •••1,4,. r • • • •• • A. •••••• E•..•0' 4x4 = 7-2-6 • • •• •• • • 1 • • • • • • • •• • 20(4 lib • • •• • •••• • • • •• • 7-2-6 000000 • • • • • • • • ••••• •• • • • • • Plate Offsets (X,Y)-- [2:0-2-9,0-2-8], [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.60 BC 0.56 WB 0.08 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 4-5 >718 240 Vert(TL) -0.27 4-5 >287 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=357/0-3-8 (min. 0-1-8), 4=408/0-8-0 (min. 0-1-8) Max Horz5=16(LC 5) - Max Uplift5=-318(LC 4), 4=-401(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-292/355 WEBS 2-4=-343/434 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7 -2 -6e -UI libel DOL -1.150 I11due ynl " DOL=1.60D [q� o n - - 2) Provide adequate drainage to prevent water ponding. s ©U . ( j ,o 9J yAt U 3) Plates checked for a plus or minus 0 degree rotation about its center. �, ,. ;�...• , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wits a s� • • ;�;�- loads. caa,: 1146113 PA 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan:%,. c : =46, plift at joint 5 a W".. CTt ,61 . 401 Ib uplift at joint 4. P.E. 22243 C.4 CCM 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an Sly nM� _' d, gn of thisgg.S.39th TEzoC.E mini FLQ A 3355 LOAD CASE(S) Standard r5'a i.,+* TEL- ()262.Ob. MX- (305)16,2-20N JUL 15 2016 Job Truss Truss Type Qty Ply W1 • A0033207 2-9-16 M7 ROOF TRUSS 1 1 B1 •••`••• • s Job Reference (optional) , .630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:22 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-4jfga WPfrHy W WFv6y36B_Y PU 5ylfzn hT647GbwyxrvR 7-7-9 2x4 II 6 7-7-9 0.25 FIT 5x6 = 2 Scale = 1:14.4 Camber = 3/16 in 3 4x4 = 7-7-9 •••••• • • •• •• • • • • • • • • • • •• • ?x4 �I • •4• • •••• • • • • •••• • • • •• • 7-7-9 • • • •••••• • • • • • • • •••••• • • • • Plate Offsets (X,Y)-- [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.14 4-5 >592 Vert(TL) -0.35 4-5 >237 Horz(TL) 0.00 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib FT = 0% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 5=381/0-3-8 (min. 0-1-8), 4=432/0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4), 4=-418(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9 DOL=1.60 ' 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 418 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana ILunibef DUL=1.ou plate grip ow0Tancio am. 4aPTAnn loads. MtalLTHG BrillEIM PA plift at joint 5 agYIL/ 5T 1IR4A1 PE 22243 CA 600552 gn of Chit/ .3 TE,ZRA;ct M1111, FLORIDA 3355 TEL- (305) 262. i7225 MX- (305) 262-2014 LOAD CASE(S) Standard JUL 15 2016 — T1 W1 • W3 •••• m• • •• ••• B1 •••`••• • s • • • • :t.. • • =•0. • 4x4 = 7-7-9 •••••• • • •• •• • • • • • • • • • • •• • ?x4 �I • •4• • •••• • • • • •••• • • • •• • 7-7-9 • • • •••••• • • • • • • • •••••• • • • • Plate Offsets (X,Y)-- [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.14 4-5 >592 Vert(TL) -0.35 4-5 >237 Horz(TL) 0.00 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib FT = 0% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 5=381/0-3-8 (min. 0-1-8), 4=432/0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4), 4=-418(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9 DOL=1.60 ' 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 418 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana ILunibef DUL=1.ou plate grip ow0Tancio am. 4aPTAnn loads. MtalLTHG BrillEIM PA plift at joint 5 agYIL/ 5T 1IR4A1 PE 22243 CA 600552 gn of Chit/ .3 TE,ZRA;ct M1111, FLORIDA 3355 TEL- (305) 262. i7225 MX- (305) 262-2014 LOAD CASE(S) Standard JUL 15 2016 Job Truss Truss Type Qty Ply W1 W2 0/3 A0033208 2-9-16 M8 ROOF TRUSS 1 1 'Job Reference (optional) 0 3-8-4 0-10-4 4-2-0 4-8-8 0-5-12 0-6-8 6 7:630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:22 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-4jfga WPfrHyVWVFv6y36B_Y PcyytZzoNT647GbwyxrvR 6-10-14 7-5-0 8-7-12 9-E 3x4 = 2 2-2-6 0-6-2 1-2-12 0-11 0.25 12 3 2x4 II \\.\, \ I\ W1 W2 0/3 • • • 4-2-0 4-7-2 4818 0-5-12 0-5-2 0-1-6 2x4 II 6-10-14 2-2-6 4 3x4 = • • • •••• • ••• • • • •• • • • • • • • • • •• • 7-4-0 715r0 0-5-20-1-0 • • •• • •• • • • • • •• • •• • • • •••• • • • • • • • •• • 9-6-0 Scale = 1:9.2 • • • • • • • 00000000000 .• • • •••••f• • • 2-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.18 BC 0.07 WB 0.04 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.00 4-5 >999 Vert(TL) -0.00 4-5 >999 Horz(TL) -0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 23 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x6 SYP No.2 LBR SCAB 1-7 2x6 SYP No.2 one side REACTIONS. (Ib/size) 5=170/0-8-0 (min. 0-1-8), 4=131/0-3-8 (min. 0-1-8) Max Horz 5=8(LC 5) Max Uplift5=-184(LC 5), 4=-155(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 - 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta - 155 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BCDL=5.0psf; h=22ft; Cat. II; [fatty other live ioaas. LOAD CASE(S) Standard Flo 41:3rTsuoli Iygnofthis trTm ewes, PA CML / 511=1URAL P.E. 22248 . C.A 0145512 1220 311L nth TERRACE MIAMI, FLORIDA 33E5 TEL- (305) 262 6225. FAX- (305) 2112-204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033209 2-9-16 M9 ROOF TRUSS 1 1 W2 W3 • • Job Reference (optional) 3-8-4 4-2-0 4-8-8 0-5-12 0-6-8 0-10-4 4-2-0 0-5-12 7 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:22 2016 Page 1 I D:yR7aE rAsOxAZuJ6S81 ewN UzWOzo-4jfga WPfrHy W WFv6y36B_Y PcYyulzoMT647GbwyxrvR 6-10-14 7-5-0 8-7-12I 9-€ 3x4 = 2 2-2-6 1 0-6-2 1-2-12 0-11 0.25 12 2x4 11 3 4 \'"D\.\\.\\\. „.. , , ...N. wl W2 W3 • • • • • 4-7-2 41818 0-5-2 0-1-6 6 2x4 11 6-10-14 2-2-6 5 3x4 = Scale = 1:9.2 •••• • • • ••• •••• •••••• ••• • • • • •• •• • •• • • • • • •• • • • • • • • • • •• • I 7-4-0 715x0 0-5-20-1-0 • •• • •• • • • •••• •• • • • • • •• • • • • • •••• ••••••• • • • • • • •• 9-6-0 2-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.14 BC 0.06 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 5-6 >999 Vert(TL) -0.00 5-6 >999 Horz(TL) -0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 23 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x6 SYP No.2 LBR SCAB 1-4 2x6 SYP No.2 one side REACTIONS. (Ib/size) 5=159/0-3-8 (min. 0-1-8), 6=177/0-8-0 (min. 0-1-8) Max Horz6=9(LC 5) Max Uplift5=-196(LC 5), 6=-189(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 - , 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst2 189 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ane psf; h=22ft; Cat. II; Nally otner nve ioaos. LOAD CASE(S) Standard cfil7 • D.um. flic3rTsm n of this tr JcT 8rs PA UAL / 5T iC1lPAL PE. 22243 CA 01 55@ 1120 511139th TE`iRACE MIAMI, FLORIDA 33155 TEL -(305)262.6125 FAX -(305)161-20I4 JUL 15 2016 Job Truss Truss Type Qty Ply A0033210 2-9-16 T1 ROOF TRUSS 3 1 Job Reference (optional) -q-3r8 0-3-8 5-4-0 5x6 = 5-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewN UzWOzo-05na?BQwN uCEIZ2V3U 9f3zUs9mP_RaZIZOcNfpyxrvP 7-0-4 12-8-0 1-8-4 5-7-12 2x4 II 2x4 II 2 3 T1 Scale = 1:23.7 Camber = 1/8 in 5x6 = 4 W1 W1 B1 W1 1 8 7 64x4 = 2x4 II 4x4 = 5-4-0 7-0-4 5-4-0 1-8-4 Plate Offsets (X,Y)-- [1:0-2-8,0-2-12], [4:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0] • • •• • • ••••5 • • • • • •2x4 11 00 N 0 0 • ••• • • • • • •• • • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • • • • • • • • • • • • • • • •• • 12-8-0 5-7-12 •••• • • • •• • • LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0.65 WB 0.57 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 6 >999 240 Vert(TL) -0.21 6 >694 180 Horz(TL) -0.04 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=804/0-3-8 (min. 0-1-8), 4=804/0-3-8 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0 BOT CHORD 6-7=0/2128 WEBS 1-7=0/2007, 2-7=-382/0, 3-6=-388/0, 4-6=0/1972 Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Provide adequate drainage to prevent water ponding. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witf any otner live loads. 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an igry.n(��D �0 4cC • 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not e cc= i `iii' tUo11 ll ran CG 45(LTNZ WEEMS, PA CML / 5T i]C1um PE 22249 CA COM 1220 SAL nth TERRACE MIAMI, FLORIDA 33155 TEL- (305) 262. 6225- FAX (305) 262.2014 LOAD CASE(S) Standard JUL 15 2016 Job Truss Truss Type Qty Ply A0033211 2-9-16 T1A HOWE 1 2 Job Reference (optional) 2-5-2 4-6-5 2-5-2 2-1-3 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-05na?BQwNuCEIZ2V3U9f3zUvwmXzRh UIZOcNfpyxrvP 8-0-2 11-5-14 13-7-1 16-0-3 3-5-12 3-5-12 I 2-1-3 I 2-5-2 4x4 = 3 Scale = 1:26.6 3x4 = 2-1-2 2-1-2 Plate Offsets (X,Y)-- 6 6 6 9 3x5 11 21-512 4-6-5 0-4-0 2-1-3 [6:0-2-12,0-1-8], [9:0-2-12,0-1-8] 10 8-0-2 8 4x10 = 7 4x6 11-5-14 3-5-12 3-5-12 •••• • • •••• • • •• •• • • • • • 6' 6 • •r • 63 xS•I1.• • •• • • • •••• • • • • •3.(4• • • • • • �• • • • • • • • 73-76-1 131-] % I :16-e3 2-1-3 0-4-0 2-1-2 • M 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.34 BC 0.14 WB 0.12 (Matrix) DEFL. in (loc) I/deft Vert(LL) 0.02 6-8 >999 Vert(TL) -0.03 6-8 >999 Horz(TL) 0.00 6 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 175 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) TOP CHORD WEBS 2x4 SP No.2 2x6 SYP No.2 2x4 SP No.2 *Except* W3: 2x6 SYP No.2 BRACING - TOP CHORD BOT CHORD (lb/size) 9=1475/0-8-0 (min. 0-1-8), 6=1475/0-8-0 (min. 0-1-8) Max Horz9=18(LC 5) Max Uplift9=-1028(LC 4), 6=-1028(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-11=-1546/1085, 11-12=-1527/1085, 3-12=-1444/1104, 3-13=-1444/1104, 13-14=-1527/1085, 4-14=-1546/1085 3-8=-416/687, 2-8=-778/1166, 4-8=-778/1165, 2-9=-1157/900, 4-6=-1157/900 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 2) All loads are considered equally applied to all plies, except if noted as front (F) or ba CASE(S) section. Ply to ply connections have been provided to distribute only loads otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0F Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-2 to 2-11-14, Interior(1) 2-11-14 to 8-1 Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. ollzilEndo tiCrigUID he LOAD CCNEA.TM BOWS, PA r (B), unless CMk / 8TR1C11R41 P� 22249 0X5512 sf; h=220t.3801TERRACE MIAMI, FLORIDA 3355 8-0-2 to#2414) t2f$365) 262.0225 FAX- (305) 2i2-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033211 2-9-16 T1A HOWE 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-05na?BQwNuCEIZ2V3U9f3zUvwmXzRhUIZOcNfpyxrvP NOTES - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1028 Ib uplift at joint 9 and 1028 Ib uplift at joint 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 Ib down and 137 Ib up at 6-0-0, 179 Ib down and 137 Ib up at 6-0-0, 179 Ib down and 137 Ib up at 10-0-0, 179 Ib down and 137 Ib up at 10-0-0, and 235 Ib down and 180 Ib up at 8-0-2, and 235 Ib down and 180 Ib up at 8-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-20, 1-3=-90, 3-5=-90 Concentrated Loads (Ib) Vert: 7=-358(F=-179, B=-179) 8=-470(F=-235, B=-235) 10=-358(F=-179, B=-179) . • •. • •• • ••• • • • •• • • •••• •• • • • • • • •••• • •• • •• • • • • • •• •• •••• • • • • • • • • • • �• • • • • • • • • •• • •••• • • • • • orilmcdo 4 MULTR IME135, PA CML / 8TROL-1 RAL Pt 22249 C11 C005512 1220 S)Il 39th TERRACE MIAMI, FLORIDA 3355 TEL- (505)262 6225 FAX- 00)2i2-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033212 2-9-16 T2 ROOF TRUSS 1 1 Job Reference (optional) 1-4-0 1-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 1 I D.yR7aErAsOxAZuJ6S81 ewNUzWOzo-05na?BQwNuC EIZ2V3U9f3zUIZmQ KRhrIZOcNfpyxrvP 4-2-0 6-10-14 7-5-0 8 2-10-0 2 8 14 0-6-2 1. 4x8 0.25 12 Scale = 1:13.0 2x4 I I 4 3x4 = 1-4-0 1-4-0 72x4 II 2-6-0 10- 4-2-0 1-2-0 '0-4-0' 1-4-0 6 3x4 = T2 •• •••• • • • •••• • •••• • • •••• • • •• •• ••• • W4 • • •• • • •• • • • • • •• 5 • •• • • • .• • • 2x4 •I I • • • • • • •• • • • • • • • • • • 6-10-1% • 2-8-14 • ::5D• •••• 7-4-e • •••• • 0-5-2 0-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.50 BC 0.63 WB 0.10 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.08 5-6 >663 Vert(TL) 0.07 5-6 >745 Horz(TL) -0.00 5 n/a Lid 240 180 n/a PLATES GRIP MT20 244/190 Weight: 29 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS (Ib/size) 5=273/0-3-8 (min. 0-1-8), 7=868/0-8-0 (min. 0-1-8) Max Horz7=175(LC 4) Max Uplift5=-382(LC 5), 7=-727(LC 4) BRACING - TOP CHORD BOT CHORD - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-329/428 1-7=-365/365, 6-7=-365/190 2-7=-650/558, 3-6=-346/432, 4-5=-196/295, 2-6=-272/473 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 7-3-4; DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 727 Ib uplift at joint 7. 7) Girder carries hip end with 0-0-0 right side setback, 4-2-9 left side setback, and 4-2-9 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an 9) Hanger(s) or other connection device(s) shall be provided sufficient to support conce 248 Ib up at 4-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. t, BuuL=o.upsr; n=zzffR,at. 11; L ...._.._`_'. 1 . Q CC101.116 Wen PA , a loads. ?i� CML / STFIJC URAL ;, • c - ' 1 - an.`f plift at joint 13,6243 CA MOM 1220 NI 39th TERRACE !'W1, FLORIDA. 3365 ly gn of thl'�t�ti�? .:' ) 262.6225 FAX- (305/262-2014 lir., „'-., , . "`:+e�+�=;c) 17.2 1 'Isom and JUL 15 2016 Job Truss Truss Type Qty Ply A0033212. 2-9-16 T2 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 2 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-05na?BQwNuCEIZ2V3U9f3zUtZmQKRh rIZOcNfpyxrvP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 1-5=-28(F=-8), 3-4=-125(F=-35) Concentrated Loads (Ib) Vert: 3=-172(F) •••• • . •••• • • • •• • •••• •• • • • • • • •••• • •• • •• • • • • • •• •• •••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •••• • • • • • 1220 MI 39th TETRAM ACE MWII, FLORIDA 3355 TEL- (505)262 6225 FAX- (305) 2i2 -20H JUL 15 2016 Job Truss Truss Type Qty Ply A0033213 2-9-16 T2A ROOF TRUSS 5 1 Job Reference (optional) 5-4-0 0-3-8 5x6 = 5-4-0 1 2x4 1 I 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-05na?BQwNuCEIZ2V3U9f3zUsAmPzRaZIZOcNfpyxrvP 7-0-4 12-8-0 1-8-4 5-7-12 2x4 H I 3 Scale = 1:22.7 Camber= 1/8 in 4x5 = 4 W1 B1 W1 8 2x4 I 1 7 4x4 = 1 5-4-0 I 7-0-4 5-4-0 1-8-4 Plate Offsets (X,Y)-- [1:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0] 6 4x4 •••• • • • • •••• • • • •• k • • •• •••• •••• • • •• •• • • • • • • • • • •• • 12-8-0 ••• • • • •• •••• �• • 2x� II • •• • • • • • •• • •• • • • •••• • • • • • • • • • •••••• • • • •••• • • • •• • 5-7-12 LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.52 BC 0.65 WB 0.57 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.11 6 >999 Vert(TL) -0.21 6 >692 Horz(TL) -0.02 5 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=804/0-3-8 (min. 0-1-8), 5=804/0-3-8 (min. 0-1-8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0, 4-5=-730/0 BOT CHORD 6-7=0/2128 WEBS 1-7=0/2007, 2-7=-382/0, 3-6=-389/0, 4-6=0/1971 NOTES- - 1) Provide adequate drainage to prevent water ponding. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an - 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not e7 Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Irany oilier he loaas. LOAD CASE(S) Standard i i1Cg7©. L1 , 4cx CatelLTP6 MEEK PA C.M. / 5T1a]c11RA1 PE. 22249 . r11 �'a5@ 1110 53l nth TERRACT IiLAMI, FLORIDA 3355 TEL -(305)162 6225 FAX- (305) 267-264 JUL 15 2016 Job Truss Truss Type Qty Ply A0033214 2-9-16 T2AA ROOF TRUSS 1 1 Job Reference (optional) 1-4-0 4-2-0 1-4-0 10 3x6 II 2 W1 2-10-0 3.00 FIT 3 T1 3x4 • • W2 N W3 (0 4x8 4 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:24 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-05na?BQwNuCEIZ2V3U9f3zUv7mUjRiIIZOcNfpyxrvP 6-10-14 7-5-0 2-8-14 0-6-2 0.25 rff 5 Scale = 1:11.1 2x4 II W4 R1 •••• • • •-1-----r.-r•_.. 0-r• •• k • W5 ••• • • • • • • •• 9 1-4-0 I 2-6-0 1-4-0 1-2-0 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8] 8 2x4 II I2 -10-0I 0-4-0 7 3x4 = 4-2-0 6-10-14 •••• • • •••• • • •• •• • • • • • • • • • • •• • 1-4-0 2-8-14 • •• • • • • • •• • •• • • • •••• • • • • • 6 • • •••• 2x;M•••• • • • •••••• • • •••• • • • • • • is 7-4-0715x0 O-5-2 0-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.34 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.05 6-7 >999 Vert(TL) -0.04 6-7 >999 Horz(TL) -0.00 6 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x6 SYP No.2 LBR SCAB 4-11 2x6 SYP No.2 one side REACTIONS. (Ib/size) 6=202/0-3-8 (min. 0-1-8), 8=487/0-8-0 (min. 0-1-8) Max Horz 8=137(LC 4) Max Uplift6=-253(LC 5), 8=-434(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-271/242 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-0-0 to 4-2-0, Interior(1) 4-2-0 to 7-3-4; Lui DOL=1.60 -3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 434 Ib uplift at joint 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ans ter DCL- r .ou plate gnp LOAD CASE(S) Standard 011iffandif3o 400;I loads. CA45(LTIXs ' PA plift at joint 6 aiML / ungA• Tt 1L Pt 22243 CA X558 n of th i t s 391h TE2RAC E MI" FLORIDA. 3355 TEL- (305) 262. 6225. FAX- (305) 262.204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033215 2-9-16 T2B ROOF TRUSS 1 1 Job Reference (optional) I-8-4 '.-4-4 4-2-0 0-5-12 3.00 12 4x8 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-VI LyCXRY8CK5Nid hdCgucB 14_9tgA94vo2LwC FyxrvO 6-10-14 7-5-0 8-7-12 2-8-14 0-6-2 1-2-12 0.25 FY 3 2x4 11 Scale = 1:9.2 • •••••• • 3x6 = 3-8-2 3- -4 4-2-0 0-10-2 0-6-2 0-5-12 Plate Offsets (X,Y)-- [2:0-3-4,0-0-12] 6-10-14 • • • 3x4 = • • . • • • •••• • • • 7-4-0 7T5i0 • • • 0-5-2 0-1-0 2-8-14 •• • • • • • •• • •• • • • •••• • • • • •••••• • • • • • •• • • • • • 9-6-0 2-1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.32 BC 0.17 WB 0.04 (Matrix) DEFL. in (loc) I/defl . L/d Vert(LL) -0.01 4-5 >999 240 Vert(TL) -0.02 4-5 >999 180 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x6 SYP No.2 LBR SCAB 2-6 2x6 SYP No.2 one side REACTIONS. (Ib/size) 5=184/0-8-0 (min. 0-1-8), 4=197/0-3-8 (min. 0-1-8) Max Horz5=41(LC 4) Max Uplift5=-170(LC 5), 4=-238(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. - , 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; ' Exp C; Encl., GCpi=0.18; C -C Exterior(2) 3-10-0 to 4-2-0, Interior(1) 4-2-0 to 7-3-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - - 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 238 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an LOAD CASE(S) Standard CPO Efila gbFeskJin Mt% ersi PA loads. plift at join nclo k / 571 =01 3Iy �s 'd ign of this trlis'E 222433 . CA MN 1220 Si 39th TERRACE HI11I, FLORIDA 3355 TEL- (305)262. 6225. FAX- (305) 262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033216 2-9-16 T2C ROOF TRUSS 1 1 Job Reference (optional) 4-2-0 4-2-0 3.0012 4x8 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 I D: yR7aErAsOxAZuJ6S81 ewNUzWOzo-VI LyCX RY8C K5NidhdCgucB 1 _291LA85vo2LwCFyxrvO 6-10-14 8-7-129-6-0 13-5-0 2-8-14 1-8-14 10-10-41 3-11-0 2x4 II 4 0.25 12 2x4 I I 5 12 Scale = 1:23.3 Camber = 1/8 in 3x4 = 6 2-6-0 2110r0 4-2-0 2-6-0 0-4-'0 1-4-0 6-10-14 2-8-14 9-6-0 9 10 0 2-7-2 0'-4-6 •••• • • •••• • • •• •• • • • • • • • • • • • • •• • •• • • • •••• • • •,••• • •• • • • • • • • • • •• • •••• 13$•0♦ 3-7-0 • • • • Plate Offsets (X,Y)-- [2:0-2-11,0-0-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.70 BC 0.70 WB 0.10 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.09 9-10 >876 Vert(TL) -0.19 9-10 >423 Horz(TL) -0.00 7 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 54 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib/size) 7=226/0-3-8 (min. 0-1-8), 8=865/0-8-0 (min. 0-1-8), 11=970/0-8-0 (min. 0-1-8) Max Horz 11=170(LC 4) Max Uplift7=-249(LC 5), 8=-538(LC 4), 11=-695(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-277/273, 6-7=-229/305, 5-12=-177/259, 6-12=-175/260 10-11=-264/166, 9-10=-264/170, 8-9=-264/170 6-8=-272/178 2-11=-564/464 5-8=-641 /569 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 13-3 - DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 538 Ib uplift at joint 8 and 695 Ib uplift at joint 11. 6) Girder carries hip end with 0-0-0 right side setback, 4-2-9 left side setback, and 4-2-9 en 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an 8) Hanger(s) or other connection device(s) shall be provided sufficient to support conce 174 Ib up at 4-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 Q CalEaTit IMAM PA loads. CML / plift at joint FE. 22245 CA M552 1229 SE 391h TERRACE MIM, FLORIDA 33155 n ofthigkt )262.6725 FAX• (305)262.20I4 JUL 15 2016 Job Truss Truss Type Qty Ply A0033216 2-9-16 T2C ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 2 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-V I LyCXRY8CK5Nid hdCg ucB 1 _29I LA85vo2 LwCFyxrvO NOTES - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 1-10=-20, 7-10=-28(F=-8), 3-6=-125(F=-35) Concentrated Loads (Ib) Vert: 10=-210(F) • ••• • • • • • • •• • ••• • • • • • •• • • • • •••• •• • • • • • • • • •••• •• • •• • • • • • •• •• •••• •• • •• • • • • • • • • • • • • • • • • •• • •••• • • • • • OOea9dO QClip 9 • CM LTP Z ersIKERS, PA CML / STgJC1IPAL PE 22249 . CA WOK 1220 51i1 39th 1E'iRACE t11t1+11, fPORIDA 3355 TEL- (30) 26b.i:225 MX- (3o5) 262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033217 2-9-16 T2D ROOF TRUSS 1 1 Job Reference (optional) L9 1-8-0 1-8-0 3.00 FIT 1 4x8 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 ID: yR7aErAsOxAZuJ6S81 ewNUzWOzo-VILyCX RY8CK5NidhdCgucB 13e9snA7Bvo2LwCFyxrvO 6-1-12 17-0-0 , 10-7-8 1 1 0 4-5-12 0-10-4 3-7-8 .0-3 0.25 12 2x4 11 9 Scale = 1:18.9 3x4 =-- 4 4 12 • • • W7 8 2x4 11 1-8-0 1-8-0 7 3x4 = 7-0-0 6 4x8 = 5-4-0 7-4-Q d -4-b •• • • •••• • • •••• • • •• •• • • • • • ••• • • • •• • •• • • • • • •• • •• • • • ••• • • • • • • • • • • •• • •••• 10-11-O••• 3-7-0 o• o •ea• • • • ••• • Lx4 II • • • •• • • • • • Plate Offsets (X,Y)-- [2:0-3-4,0-0-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.23 WB 0.16 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.01 6-7 >999 Vert(TL) -0.04 6-7 >999 Horz(TL) 0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 54 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=150/0-8-0 (min. 0-1-8), 8=346/0-8-0 (min. 0-1-8), 6=673/0-8-0 (min. 0-1-8) Max Horz 8=85(LC 4) Max Uplift5=-141(LC 5), 8=-228(LC 4), 6=-436(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-392/228, 1-8=-340/216 BOT CHORD 6-7=-260/354 WEBS 1-7=-204/408, 3-6=-490/437, 2-6=-328/236 • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p, bGuL-o.upsT, n-LLTT, Lat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 1-8-0, Interior(1) 1-8-0 to 10-9-4; Lu DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit A a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 228 Ib uplift at joint 8 and 436 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy LOAD CASE(S) Standard 6at% eth dcp gtogan 0215(LT16 BiSITMS, PA loads. GMk / 511d]C1tPAL plift at joint K. 22248 C1 £5512 gn of thisa2lj .39Lh TE5°CE MAI RORIDA 3355 TEL.- (3D5) 20..a275. FAX- (305) 262.2®N J JUL 15 2016 Job Truss Truss Type Qty Ply A0033218 2-9-16 T3 ROOF TRUSS 5 1 Job Reference (optional) 3x5 II 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-VILyCXRY8CK5NidhdCgucB15w9kGA6avo2LwCFyxrvO 3-8-8 7-5-0 3-8-8 3-8-8 3x4 = 2 8 2x4 11 3 4 W1 Iv' W1 B1 • •• 1 3x4 = 7-5-0 i • • • • \ • • •••• • • •••• • • •• •• • • • • • • • • • • •• • ••• • Scale = 1:15.3 Camber= 1/4 in —41.11••• • • • • �•�,�• _ • 4b' - • 7-5-0 • •• • •• • • • •••• • • • • • • •• •• • • • •• r • • • • • • •• • Plate Offsets (X,Y)-- [1:0-2-12,0-0-0] LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.26 BC 0.71 WB 0.20 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.15 5-6 >553 Vert(TL) -0.39 5-6 >221 Horz(TL) 0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 LBR SCAB 1-4 2x4 SP No.2 one side REACTIONS. (Ib/size) 1=462/0-3-8 (min. 0-1-8), 5=508/0-3-8 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=0/302 BOT CHORD 5-6=0/681 WEBS 2-5=-719/0, 2-6=-719/0 Structural wood sheathing directly applied or 7-5-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Attached 7-11-8 scab 1 to 4, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.131'x3") nails spaced 9" o.c.except : starting at 0-5-4 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0; starting at 3-0-0 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0; starting at 5-6-12 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-$-0. 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in thea LOAD CASE(S) Standard e loads. ign of this cfatQ6 er hEE PA L / STR VRAL P.E. 22245 CA MN 1220 51 351h TE'2RAGE t1IA+1i, FLORIDA 33155 TEL- (305) 262 6225 FAX- (305)202-2014 JUL 15 2016 1 Job Truss Truss Type Qty Ply A0033219 2-9-16 T3A ROOF TRUSS 1 1 W3 ••_ • —._ —_ __.� _ _ — —_. _ ___. _T__.... ____ ___,_•-------• • • • Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-VILyCXRY8CK5NidhdCgucB15x9vXA9Mvo2LwCFyxrvO 4-10-0 4-5-0 46 8 0-3-8 3x5 = 2 3x4 = 0.25 12 3x5 = 3 T1 T2 W4 •, •.•—__ W1 __. W2 W3 ••_ • —._ —_ __.� _ _ — —_. _ ___. _T__.... ____ ___,_•-------• • • • •• \ • ••• • • • $I • y_• 5 •••• •. 3x4 = • • • •••• • • • • • •• •• • • • • • •• 6 2x4 II 2-5-0 2-5-0 1 • • • • • • • • • • •• • 4-10-0 2-5-0 Scale = 1:9.6 ••• • • • • • • 4 • 2x4 II • • • • • • ••• • • • •• • 1 • Plate Offsets (X,Y)-- [1:0-2-4,0-1-8],[3:0-2-4,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.26 BC 0.05 WB 0.02 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 5 >999 240 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 6=250/0-3-8 (min. 0-1-8), 4=250/0-3-8 (min. 0-1-8) Max Horz6=7(LC 5) Max Uplift6=-253(LC 4), 4=-252(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 2-6-0, Interior(1) 2-6-0 to 4-8-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wih _ bf?, e giCai Dd . UT& 4C3rigtOR 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs an . rHisy uplift at joie mats, FA. 252 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal ign of this trusML / 5711ClUIRAL • PE. 22245 CA X512 1.220 511139th TERRACE Hort, FLORIDA 33155 TEL- (305)161•.x225' FAX- (305)1i2.2014 LOAD CASE(S) Standard JUL 15 2016 NOTES - 1) Attached 5-1-0 scab 1 to 3, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except starting at 0-1-12 from end at joint 1, nail 1 row(s) at 7" o.c. for 4-11-4. . 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wt 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 309 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0033220 2-9-16 T4 FLAT 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:25 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-V I LyCXRY8C K5Nid hdCgucB 13f9sOA9fvo2LwCFyxrvO 4-10-0 1 3x4 = W1 6 8 4-10-0 9 7 2x4 II 2 3 W2 2x4 II 61 4-10-0 W1 • • • • • •• k • • • • •• • •••— •'•• • • • • • • • • • • •• • • •••• • • • •• 1 • 4-10-0 Scale = 1:10.0 .• • • • • • •• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.25 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.03 4-5 >999 Vert(TL) -0.06 4-5 >854 Horz(TL) 0.00 4 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x4 SP No.2 one side REACTIONS. (Ib/size) 5=248/0-3-8 (min. 0-1-8), 4=287/0-3-8 (min. 0-1-8) Max Uplift5=-269(LC 4), 4=-309(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-203/292, 2-4=-242/331 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. e loads. uplift at joi 336INEERS, PA / $1R1C111. sign of this tR CsU245 CA 1 55U 1220 5235Ih TEZRAAC.E FIIAt1I, FLORIDA 33155 1El-(305)262.15225 FAX -(305)262.2044 JUL 15 2016 Job Truss Truss Type Qty Ply A0033221 2-9-16 T5 ROOF TRUSS 2 1 Job Reference (optional) -2-4-8 2-4-8 { 2 3.00 12 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-zUvKQtSAvWSy?sCuBvB79OZ56Z4pvbo2l i5UkiyxrvN 7-0-8 14-1-0 7-0-8 7-0-8 4x4 = 3 Scale = 1:27.0 Camber = 3/16 in 6 7 8 01 7-0-8 J_ 5 5x6 = B1 •••• • • • • • • • 1 • • • • • • • •• • •••• • • •••• • • •• •• • • • • • • • • • • • • 14-1-0 4 • • • • • • • • • • •• • •• • • • •••• • • • • •••• • • • .• • • • • • • �• • • • 7-0-8 7-0-8 Io Plate Offsets (X,Y)-- [3:0-2-0,0-2-8], [5:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 1.00 BC 0.75 WB 0.07 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.13 4-5 >999 Vert(TL) -0.27 4-5 >588 Horz(TL) 0.04 4 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 49 Ib . FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=713/0-8-0 (min. 0-1-8), 2=1010/0-8-0 (min. 0-1-8) Max Horz 2=56(LC 4) Max Uplift4=-479(LC 5), 2=-863(LC 4) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-6=-1566/926, 3-6=-1478/934, 3-7=-1472/947, 7-8=-1480/938, 4-8=-1560/937 2-5=-813/1428, 4-5=-813/1428 3-5=0/316 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-0-8, Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. -. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wih 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 3n 863 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard coo. gifiL giCirgigin CON6(LTPG 1361tE135, PA loads. CME / 5110:114441 plift at joint Ftrara245 . CA O®ID551? g n of thiVtigili5th 1FRR,4CZ MIAt91 FLORIDA 3355 TEL -(305)262 6225 FAX -(305)262-2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033222 2-9-16 T5A ROOF TRUSS 2 1 Job Reference (optional) -2-4-8 2-4-8 1 3.00 12 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-zUvKQtSAvWSy?sC uBvB79OZ56Z4 pvbo2l i 5U kiyxrvN 7-0-8 14-1-0 7-0-8 1 7-0-8 4x4 = 3 Scale = 1:27.4 Camber = 3/16 in 1 7-0-8 7-0-8 1 •••• • • •••• • • •• •• • • • • • • • • • • •• • 14-1-0 • • • • • • • •• • •• • • • •••• • • • • •••• • • • •• • • • • • • • • 7-0-8 1 • Plate Offsets (X,Y)-- [3:0-2-0,0-2-8], [5:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 1.00 BC 0.75 WB 0.07 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.13 4-5 >999 Vert(TL) -0.27 4-5 >588 Horz(TL) 0.04 4 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 49 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 4=713/0-8-0 (min. 0-1-8), 2=1010/0-8-0 (min. 0-1-8) Max Horz2=56(LC 4) Max Uplift4=-479(LC 5), 2=-863(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-6=-1566/926, 3-6=-1478/934, 3-7=-1472/947, 7-8=-1480/938, 4-8=-1560/937 2-5=-813/1428, 4-5=-813/1428 3-5=0/316 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2)-2-4-15 to 0-4-0, Interior(1) 0-4-0 to 7-0-8, Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wits a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan 863 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Ext sf '; g !7 !,,*(9,1 1 O LOAD CASE(S) Standard aly Q CON60K BIG , PA loads. CML / 8T JC11k4A1 plift at joint raar74243 CAM512 gn of thisu u 39th TE FLORIDA 3355 TEL- (305) 262• i'215 FAX- (905) 262-204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033223 2-9-16 V10 ROOF TRUSS 2 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:27 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-RgSjdDSogpapcon4kdiMhc6OVzXue2pCGMg1 GByxrvM 10-8-8 10-8-8 3.00 r12 7 2x4 I 2 Scale = 1:17.8 2x4 II 3 B1 ST • ••• • • • • • •• • ••• • • . • •• W1 • • ••-•••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••4••••• • 3x4 5 2x4 II •••• • • •••• • • •• •• • • • •• • • • • • •• • • • • • • • • •• • •• • • • •••• • • • • •••• • • • • • • •• • • ••••• 2x4 •• •. • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.45 BC 0.31 WB 0.09 (Matrix) DEFL. in (loc) Vert(LL) n/a - Vert(TL) n/a - Horz(TL) -0.00 4 I/defl n/a n/a n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=246/10-8-8 (min. 0-1-8), 4=130/10-8-8 (min. 0-1-8), 5=656/10-8-8 Max Horz 1=221(LC 5) Max Upliftl=-169(LC 4), 4=-153(LC 5), 5=-464(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 2-5=-504/492 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCD Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-6-12; Lumber DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 153 Ib uplift at joint 4 and 464 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) L=5.0psf; h=22ft; Cat. II; DOL=1.60 plate grip LOAD CASE(S) Standard aelmadD. i , fitritaan plift at joint t T 8�s PA. gn of this truss.C"- / 8Tg1C1t61 PE. 22245 . sA 005512 1220 511139th TE CE t111@1I, FLORIDA 33155 TEL- (M5)204225. n225 PAX- (305)262-204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033224 2-9-16 V10A ROOF TRUSS 1 1 Job Reference (optional) 1 1 7 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:27 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UzWOzo-RgSjdDSog papcOn4kdtM hc6PZzXte2uCGMq 1 G8yxrvM 9-10-810-8-8 9-10-8 1 0-10-0 1 3.00 F1T 2x4 II 2 Scale = 1:17.8 3x4 = 2x4 II 3 4 B1 ST1 T2 W1 •••• • • •• •r•• •1`• . • •• • I -i • • •• •• ►••••••••••••••••••••••••••••••••••••••••••••••••••• > 1 < O )**t1t 3x4 10-8-8 6 2x4 II •••• • • •••• .• •• • .• • • • • • • • • • •• • •• • • • •••• • •• • • • • • •• • •••• • • . •• • • • . • ••5••• • 2xq jl• • • • •� • • • 10-8-8 • Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.45 BC 0.32 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) -0.00 5 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=250/10-8-8 (min. 0-1-8), 5=134/10-8-8 (min. 0-1-8), 6=648/10-8-8 (min. 0-1-8) Max Horz 1=176(LC 5) Max Upliftl=-179(LC 4), 5=-153(LC 5), 6=-432(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-497/461 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 9-10-8, Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 153 Ib uplift at joint 5 and 432 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a 6!`ltterloi(z) 9-10-o to IU IL, LOAD CASE(S) Standard cpultandia. 1cDuzftan e loads. Cc!4&LTNS $ism PA uplift at joint 1,Ct't / 51Fd1C114A1 P.. 22148 CA X5512 gn of thl252 313th p0r TERRACZ HMI,FLORIDA 3355 TEL- ( 305) 262. 6225. FAX- (305) 262-2014 1 JUL 15 2016 Job Truss Truss Type Qty Ply • A0033225 2-9-16 V10B ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:27 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-RgSjdDSogpapcOn4kdiMhc6SmzYne3CCGMq 1 G8yxrvM 7-10-8 10-8-8 7-10-8 2-10-0 3.00 12 4x4 = Scale = 1:17.6 3x4 7-10-8 7 2x4 II 6 •••• 2x4 Ile••••• • • •• •• • • • • • • • • • • •• • 7-10-8 •• Y • • • • •• • •• • • • ••• • • • • •••• 1Us$8 2-10-0 • • ••gr••• • • • • • • • • 1 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.24 BC 0.19 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.00 5 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib) BRACING - TOP CHORD BOT CHORD All bearings 10-8-8. Max Horz 1=78(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-162(LC 4), 5=-157(LC 4), 7=-337(LC 5), 6=-183(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 6 except 7=477(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-366/347 • NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0pi - - Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 7-10-8, Ekte_ Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst 157 Ib uplift at joint 5, 337 Ib uplift at joint 7 and 183 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ane Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in _ accordance with Stabilizer Installation guide. LOAD CASE(S) Standard Flo a 4oa un CON5(LTI 9rs[ PA CML / BTRUCIItAL loads. PE. 12249 4 COMO plift at jq 1 39th TE, a tut FLORIDA 3355 n of thigknow 1E4.6225 FAX- (305) 2111-2014 JUL 15 2016 • Job Truss Truss Type Qty Ply A0033226 2-9-16 V10C ROOF TRUSS 1 1 Job Reference (optional) 4-3-0 4-3-0 3.00 12 T1 4x4 = 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:28 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-vt05gZTQR7igEAM GIKDbEpfdpNwH N WeLUOaboayxrvL 7-6-0 10-8-8 3-3-0 3-2-8 4x4 = 3 T2 —IA1 V1 T1 Scale = 1:17.5 4 +'+Ale+e+ tint +5+lt+t+tt +11+5+t+t+++5+'++t+e++++s+++ + ++ +e+e+e+s+e+++�+e+s+e++a++�+e+e+�i'+��a4ie+�+�i�+I•ea +este t•ti+ti+ititIrt.^. 4-3-0 7-6-0 4-3-0 3-3-0 1 •••• • • •••• • • •• •• • • • • • • • • • • • • • • •• • •• • • • •••• • 1 • • • • •• • • • • • • •• • •••• 10=$,8 3-2-8 • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.16 BC 0.11 WB 0.05 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 4 I/defl n/a n/a n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 32 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-8-8. (Ib) - Max Horz 1=32(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-136(LC 4), 4=-140(LC 5), 6=-269(LC 4), 5=-265(LC 5) Max Gray All reactions 250 lb or less at joint(s) 1, 4 except 6=374(LC 7), 5=373(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-294/282, 3-5=-294/278 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p. - - Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-3-0, Interior(1) 4-3-0 to 10-6-12; L DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 7) Provide mechanical connection (by others) of truss to bearing plate capable of withst 140 Ib uplift at joint 4, 269 Ib uplift at joint 6 and 265 Ib uplift at joint 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard =am mats, FA CML / 8711C11RA1 PE. 22243 a 0X5512 loads.. f� plift at jo 39th TE'aRAC.E t1111I FLORIDA 3355 TEL -(305)152.5225 FAX- (305)262.2014 akycic and (loci u r of 4hi y�., JUL 15 2016 Job Truss Truss Type Qty Ply A0033227 2-9-16 V12 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:28 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-vt05gZTQ R7ig EAMGI KDbEpfaRNtnNVJLUOaboayxrvL 6-0-0 12-0-0 6-0-0 3.00 FIT 4x4 = 2 6-0-0 • • Scale = 1:19.2 3x4 4 2x4 11 12-0-0 • •••• • • •••• • • •• 3x4 •• • • • • • •• • •• • • • • a •• •• •••• • • • • • • • • • • • • • •• • • •••• • • • •• • • • • • • • • • • • • 12-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.27 WB 0.07 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.00 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 34 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=221/12-0-0 (min. 0-1-8), 3=221/12-0-0 (min. 0-1-8), 4=618/12-0-0 (min. 0-1-8) Max Upliftl=-189(LC 4), 3=-189(LC 5), 4=-426(LC 4) Max Gray 1=232(LC 7), 3=232(LC 8), 4=618(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-435/401 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5 Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-0, DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. =4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst, 189 Ib uplift at joint 3 and 426 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an .0psf; BCDL=5.0psf; h=22ft; Cat. II; Exterior(2) 6-0-0 to 9-0-0; Lumber LOAD CASE(S) Standard ouicando 45iFesun loads. 9 PA plift at jointCPFILTINA CML STRUCTURAL gn of this tri 22243 CA COOSS12 1220 Sill 39th TERRACE MIAt9G R.ORIDA 3355 TEL -(305)262.6225 FAX- OM) 2G2.20i4 JUL 15 2016 Job Truss Truss Type Qty Ply A0033228 2-9-16 V20 ROOF TRUSS 2 1 Job Reference (optional) a0 N 10-8-8 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:28 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-vt05gZTQR7igEAMGIKDbEpfVjNrGNVELUOaboayxrvL 15-7-8 10-8-8 3.007 4-11-0 4x4 = 3 20-6-8 4-11-0 ,Scale = 1:34.7 2x4 H 2x4 II 4 T2 11 ••• • 5 3x4 10-8-8 9 5x6 = 8 2x4 II 15-7-8 7 • • • •• • 2x4 II • . • •• • • 10-8-8 4-11-0 •••• ••• • • • •• • •• • • • • • •. • •• • • • • • •• •• •••• • • • • • • • • • • • '• : Job Truss Truss Type Qty Ply A0033229 2-9-16 V20A ROOF TRUSS 1 1 Job Reference (optional) 5-2-7 8-0-8 7.630 s Jul 9 2015 MITek Industries, Inc. Fri Jul 15 11:09:28 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-vt05gZTQR7igEAMGIKDbEpfbnNvbNWXLUOaboayxrvL 20-6-8 5-2-7 3.00 F1-2- 2-10-1 4x4 = 3 4 12-6-0 W2 3x4 5-2-7 LI 11 A -*••A -•••••A -A•••••♦ ♦ , ♦•••• • S T n T2 5 14 { Scale = 1:33.5 6 82 LI s T LI 1 W2 •••• ••••• •••• 12 8-0-8 11 10 3x4 = 9 5-2-7 2-10-1 • • • • •8 •• • •••• • • ••• • • • •• • • • • • . 20-6-8 ••••� 12-6-0 •••• ••• • • • •• •7 • • • •• • • • • • •• • •• • • • •••• • • • • • • • • • • • • •••• • • • •• • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.29 BC 0.16 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft n/a - n/a n/a - n/a 0.00 7 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 69 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 20-6-8. (Ib) - Max Horz 1=146(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-116(LC 4), 7=-128(LC 5), 8=-260(LC 5), 9=-280(LC 4), 11=-169(LC 5), 12=-287(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 1, 7 except 8=446(LC 1), 9=503(LC 1), 11=335(LC 1), 12=447(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-8=-365/303, 4-9=-415/321, 3-11=-274/213, 2-12=-344/290 - NOTES- , 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p • Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 20-4-12; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 7) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 128 Ib uplift at joint 7, 260 Ib uplift at joint 8, 280 Ib uplift at joint 9, 169 Ib uplift at joint 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and d Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide• 11 luipnd'R7 LOAD CASE(S) Standard r .0 CCN6(LTP6 EOM, PA CML / 5TRUCIIPAL PE 11248 CA 00055U loads. 1220 Mt 39th TECRACE Mkt FLORIDA 33E5 plift at jar 4 0162 025 FAX- (305)261-2014 th „rl;ff p.• -t 12, esign of this truss. UL 1 2016 Job Truss Truss Type Qty Ply A0033230 2-9-16 V20B ROOF TRUSS 1 1 Job Reference (optional) 4-0-8 8-4-6 4-0-8 3.00 12 T1 4-3-14 4x4 = 2 0 3 T2 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:29 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-N3aT2vU2CRgXsKxSs2kgml BmZnEE6zmVjgJ8L1 yxrvK 16-5-10 20-6-8 8-1-4 4-0-14 5x6 = 4 5 B1 0 T3 12 Scale = 1:33.5 6 414 ...................................................................A........ 3x4 11 4-0-8 4-0-8 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0] 10 8-4-6 9 16-5-10 •t• • • S •• • • • • •• • • •••• •••• ••• • • • •• • • • •• • • • • • •• • •• • • • . • •• •• •••• 4-3-14 8-1-4 • • • • • • • • • • •• 1 • • • • • • • �• • • .• /0-.6-8 • • •4-0'-14 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.29 BC 0.13 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 7 I/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 GRIP 244/190 Weight: 63 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 20-6-8. (Ib) - Max Horz 1=73(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-112(LC 4), 7=-126(LC 5), 9=-229(LC 4), 11=-236(LC 4), 10=-278(LC 5), 8=-276(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 7 except 9=426(LC 1), 11=375(LC 1), 10=500(LC 1), 8=470(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-9=-347/268, 2-11=-288/261, 3-10=-417/323, 5-8=-383/316 NOTES- - -1) Wind'ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-0-8, Interior(1) 4-0-8 to 20-4-12; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ,.Eri ifcaMun .60 plate go Boaz, PA CML / 8Tf i 1t L P.E. 21243 CA OMR 1220 52 39th 'IMAM ML 11, FLORIDA 33155 loads. TEL- Ofh) 262 6725 PAX- (305) 262-2014 7) Provide mechanical connection (by others) of truss to bearing plate capable of withsta1 in0.1 1) Ib , •pl;ft 't jaiai4 126 Ib uplift at joint 7, 229 Ib uplift at joint 9, 236 Ib uplift at joint 11, 278 Ib uplift at join 10 and 276 Ib uplift at joint 8. Ors 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. j(,jL 1 Continued on page 2 Job Truss Truss Type Qty Ply A0033230 2-9-16 V20B ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:29 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-N3aT2vU2C RgXsKxSs2kgm 1 BmZn EE6zmVjgJ8L 1 yxrvK ••• • • • • 1 •••• • • • • •• • ••• • • • • • • •• • • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • • • • • • • • • • • • • • • •• • • • • •••• • • • • • 1120 51139th TERRACE t iAt11, FLORIDA 33155 TEL -(305)262 6225 FAX- (305)262-20H JUL 15 2016 Job Truss Truss Type Qty Ply A0033231 2-9-16 V4 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-zUvKQtSAvWSy?sCuBvB790ZIvZFZvcv21 i5UkiyxrvN 2-0-0 4-0-0 2-0-0 3.00 FIT 2 3x4 = 2-0-0 4-0-0 • •••• • • ••• • • • •• • • • • • • • • • • • • •• • • • •• • •• • • • • • •• • •• • • • •••• Scale = 1:7.6 • •• • • • • • • • • •• • • • • • •••• • • 4-0-0 •• • • Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.19 BC 0.00 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.01 3 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 6 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=126/4-0-0 (min. 0-8-2), 3=126/4-0-0 (min. 0-8-2) Max Upliftl=-180(LC 4), 3=-180(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs - 180 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ar Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BCDL=5.0psf; h=22ft; Cat. II; LOAD CASE(S) Standard Qcazixon ign of this totem ea,FA CML / 6TIRIJC11NAL PE- 22243 C.A 00Z5511 1222 511139th TERRACE tl►At1I,11.ORIDA 33155 TEL- (305) 262 6225 FAX- (305) 262-204 JUL 15 2016 Job Truss Truss Type Qty Ply A0033232 2-9-16 V5 ROOF TRUSS 1 1 Job Reference (optional) 1-5-0 1-5-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-zUvKQtSAvWSy?sCu BvB790ZKoZBcvcv2l i5U kiyxrvN 5-7-8 4-2-8 Scale = 1:10.6 2 5-7-8 •••• • • A •••• • • • • •• • ••• • • • • • •• • • • • •••• •• • • • • • • • • •••• • •• • • •• •• • •• • • • •••• • • • • • • • • • • • •• • • • • • •• • • • • ••.• • 5-7-8 •. • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 0.90 Plate Metal DOL 0.90 Lumber DOL 0.90 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.00 BC 0.32 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP Weight: 8 Ib FT = 0% LUMBER - BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 2=50/5-7-8 (min. 0-1-8), 1=50/5-7-8 (min. 0-1-8) Max Grav2=101(LC 3), 1=101(LC 3) BRACING - BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard cpulaindcp u ffca ccti nsn 13.614ERS, PA CML / 5TRUCTi6L P.E. 22243 CA MN 1220 Si 39th TERRACE MAI FLORIDA 3355 TEL -(305!262.6225 FAX- (305) 262.2014 JUL 15 2016 Job Truss Truss Type Qty Ply A0033233 2-9-16 V7 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUz WOzo-zUvKQtSAvWSy?sCu BvB79OZDMZD6vc821 i 5 U kiyxrvN 5-5-0 7-7-8 5-5-0 2-2-8 3.00 1-1-2- T1 6 4x4 = 2 Scale = 1:14.4 2x4 I I 3 T2 W1 W1 61 • •• • • ••••••••••••••••••••••••••••••••••••••••••••••••••<•4.O•••••••••••• 3x4 5-5-0 5 • • • •• • • • 4 • • • 2x4 II •••• •• • 2x4 1 • • • • • • •••• • •• • • •• •• • • • • • 5-5-0 • •• • • • •••• • • • • • • • • • • •••,'-7-8•••�•• 2-2-8 •• • • • • 1• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.48 BC 0.16 WB 0.05 (Matrix) DEFL. in (loc) Vert(LL) n/a - Vert(TL) n/a - Horz(TL) 0.00 4 I/defl n/a n/a n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 23 Ib FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=235/7-7-8 (min. 0-1-8), 4=93/7-7-8 (min. 0-1-8), 5=364/7-7-8 (min 0-1-8) Max Horz 1=120(LC 4) Max Upliftl=-218(LC 4), 4=-125(LC 5), 5=-232(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-276/280 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 7-5-12; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 125 Ib uplift at joint 4 and 232 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the LOAD CASE(S) Standard ollz Otungb ow; 4 caFgan ve loads. 1 raT/6arsi14 ,PA uplift at joi UAL / 8711C11PAL sign of this tRXss12243 X11 C 552 1220 511139th TESRAC,E MIAMI, FLORIDA 3355 TEL- (305) 262. 1425 FAX- (305)162-2014 JUL 15 2016 • Job Truss Truss Type Qty Ply A0033234 2-9-16 V8 KINGPOST 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-zUvKQtSAvWSy?sCu BvB790ZHSZEKvc221 i5UkiyxrvN 4-0-0 8-0-0 4-0-0 3.00 12 T1 4x4 = 2 T1 4-0-0 3 B1 1 Scale = 1:14.8 •••••••••••••••••••••••••••••••••••••'•••••••••••••• >+.17�®4 3x4 4-0-0 4 2x4 II 4-0-0 • • • •• • 3x4 •••• • • •••• ••• • • • •• • •• • • • • • •• • •• • • • • • •• •• • • • •• 8-0%. • • 4-0-0 •••• • • • • • •••• • • • • • • 1 • • •••• • 11 •• • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.21 BC 0.08 WB 0.06 (Matrix) DEFL. in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=150/8-0-0 (min. 0-1-8), 3=150/8-0-0 (min. 0-1-8), 4=320/8-0-0 (min. 0-1-8) Max Upliftl=-161(LC 4), 3=-161(LC 4), 4=-277(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-250/312 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vJ 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 161 Ib uplift at joint 3 and 277 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a BCDL=5.0psf; h=22ft; Cat. II; LOAD CASE(S) Standard Endo un. VtorTagin sign of this I ULTN MEM PA CML / 5T.1161. P.E.22243 a N5*U 1220 511139th TEliRACE MIAMI, p IDA 33155 TEL- 0052262 6225 FAX- (305) 20-2014 JUL 15 2016 Job Truss Truss Type .. Qty Ply A0033235 2-9-16 V9 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 15 11:09:26 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-zUvKQtSAvWSy?sCuBvB790ZGrZCKvbf21 i5UkiyxrvN 9-7-8 9-7-8 Scale = 1:17.6 2x4 II 3 3x4 5 2x4 II • •••• • • •••• • •• • • • • •• 4 • •• • • • • • •• •• • • • • • • • • • • •• • • • • • • • • • •••• • • • • • • •••• • • • •• • • • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.32 BC 0.21 WB 0.08 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 4 I/defl n/a n/a n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 31 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=197/9-7-8 (min. 0-1-8), 4=157/9-7-8 (min. 0-1-8), 5=559/9-7-8 (min. 0-1-8) Max Horz 1=204(LC 5) Max Upliftl=-143(LC 4), 4=-173(LC 5), 5=-425(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-436/457 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 9-5-12; Lumber DOL=1.60 plate grip DOL=1.60 -2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. '•4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) Provide mechanical connection (by others) of truss to bearing plate capable of withste 173 Ib uplift at joint 4 and 425 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the am LOAD CASE(S) Standard plift at joint 1 ran BisiNEERs,PA. n of this truss. k / 8T iC1l 6L PE 12149 . a iS 55I2 1I20 511I nth TERRACE MIAMI, FLORIDA 33155 TEL- (30W 262• b225 FAX- (3051262-204 JUL 152016 Y v Supporting .7 7 / 7 7 7 +777.7.7777 777./77 71 A Continuous Bracing a 24" o.c. in areas without plyw. sheathing Valley Trusses Supporting Truss Partial Roof Layout 12 pitch �4to7 Valley Trusses @ 24" o.c. 6" wedge nailed to #runs w12 -8d toe -nails, or bevel cut bottom chord of valley truss Valley Truss Strap @ 24" o.c. (see noy) Supporting trusses @ 24" o.c. Design Loads: 30 + 15 + 0 + 10 PSF, 1.60 DOL Wind Speed 175 MPH, 10 PSF Dead Ioatt•• • • • Components and Cladding 4ind jnssures•'ASCE 7-1t • Enclosed Busking, Importance factor 1.0 •••• : • . Lumber: 2x4 No. 2 ND SYP•rniri chords 2x4 No. 3 SYP mi liweb • • .. .• • .. • • . • • • •• • • • ••. • • • • • • • • .' Notes: • • • . • (a) Provide coni bracing on verticals over 6' - 3". Connect bracing • ••'. ' •• • •••• • • to verticals wl 2, 10d nails. Bracing must be tied to a fixed point at ends. • •• •• •• • (b) Max. spacing for vertical studs is 6' - 0". (c) Conn_ for uplift with min. 1"x 12" long, 14 ga. strap at 2' - 0" o.c. with 4, 16d nails each side of strap.- ASCE 7-10, FBC 2010'. (d) Brace top chords of supporting trusses with plywood sheathir%omiAATINE,I /1/, 2x4 cont bracing at 24" o_c. .` c) ZF o ; No. 22249 :c= • STATE O F• •: C).% ,c� 0 Ft\. ••. 4: iIPAk ■ryyplr u s P V A Wok'Cwpri, -P�' F° :>.'t ` L'ih1T`,A'tL� 131' ,lilrx"t GER' i The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 300 to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS - 18 gauge; MUS - 18 gauge; HUS - 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS210-GC, JUS26-2GC, & JUS210-2GC — Gold Coat Options: HUS28-21F, HUS210-2IF, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, JUS44, JUS46, JUS28-3, & JUS210-3 are available in Triple Zinc. To order, add 7Zto stock number, as in JUS24 -TZ. JUS24, JUS26, JUS26-2, JUS28, JUS210, and JUS210-2 are available in Stainless Steel. To order, add SSto stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: ESR -1881; FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, FL 07-0214.20 & Dade County, FL 06-0921.05, L.A. City RR 25779 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed Toad values. • JUS & MUS - 16d sinkers (9 gauge x 31/4") may be used where 10d commons are specified with no load reduction. Double shear nail design features fewer nails and faster installation Uses standard length nails HUSSpecialty Options Chart — refer to Specialty Options pages 194-195 for additional details. Option Inverted Flange Range Not available in widths less than 2-1/4". Allowable Loads 100% of table bad: 65% of table bad when nailing into the support members end grain. Add IF Ordering b product number. Ex. HUS4101F AVAILABLE IN E Typical JUS46 installation Dimple allows 30° to 4S° nailing • • • • • • JUS28 MUS •••••• HLj'S?s8+1• •••• • •• • •• • ••• • •• •• •••• �• • • • • Typical HUS46 installation Typical HUS410/F inverted flange installation 1-800-328-5934 • www.USPconnectors.com • • ON USF STRUCTURAL 41/40 CONNECTORS' A MJLY Ca,pMy Joist Size �7y�k�s+�Curr�z,- i�10E ©UNT .x 47{eizi g .'s iANGER' HAR7'SSx Dimensions FastenerSchedule'4""•7 Allowable Loads (Lbs.) USP Stock No. Ref. No JL24 LU24 Steel Gauge DF -LISP A Qty 20 1-9/16 3 1-1/2 15/16 4 20 1-9/16 3 JL241F-TZ 2 x 4 JUS24 JUS24-GC 2x6 18 18 LUS24 18 -- 18 16 16 14 20 20 18 18 LUS26 18 -- 18 MUS26 18 SUH24 -1026 JL26 JL261F-TZ JUS26 JUS26-GC MUS26 U24 111.126 LU26 LUC26Z SUH26 1 1126 HUS26 11US26 HD26 H028 1-9/16 3-1/8 1-9/16 3-1/8 1-9/16 3-1/8 1-9/16 3-1/8 1-9/16 3-1/4 1-9/16 3-1/4 1-9/16 3-1/2 1-9/16 4-3/4 1-9/16 4-3/4 1-9/16 4-1/2 1-9/16 4-1/2 1-9/16 4-13/16 1-9/16 4-13/16 1-9/16 5-1/16 1-1/2 1-112 1-1/2 1-3/4 1-3/4 2 2 2 1-1/2 1-1/2 1-1/2 1-1/2 1-3/4 1-3/4 2 Roof . Upliff Code Nall Qty Nall '8,00% 115% 1255 160% Ref. 10d 2 10d x 1-1/2 455 525 570 245 5, F6 16d 2 10d x 1-1/2 545 625 680 2 10d x 1-1/2 465 480 480 2 10d x 1-1/2 480 480 480 2 10d 655 750 820 2 N10C-GC 655 750 820 2 10d x 1-1/2 465 535 580 2 10d x 1-12 550 635 690 2 10d x 1-12 565 650 705 4 10d x 1-12 685 785 855 4 10d 1-12 815 940 1020 4 10d x 1-12 695 800 870 4 10d x 1-1/2 830 950 1035 4 10d 850 975 1060 4 N14C-GC 850 975 1060 6 10d 1285 1475 1605 15/16 1 1 1-3/16 1-3/16 1-1/8 15/16 15/16 4 4 4 4 4 4 4 4 6 6 6 6 4 4 16 1-9/16 5-1/8 2 1-3/16 16 1-9/16 5-1/8 2 1-3/16 16 1-5/8 5-7/16 3 HD26 14 HU28 14 20 20 18 JL26 JL26IF-TZ .1L28 JL28IF-TZ JUS26 JUS26-GC JUS28 JUS28-GC MUS26 MUS28 SUH26 SUH28 HUS26 HUS28 HD28 HD210 LU26 LUC26Z LU28 LUC28Z LUS26 LUS28 MUS26 MUS28 U26 HU526 HUS28 HU28 1111210 18 18 16 16 16 16 16 16 14 14 JL28IF-TZ 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-5/8 1-5/8 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 3-1/2 5-1/4 4-3/4 4-3/4 4-1/2 4-1/2 6-3/8 6-3/8 6-1/8 6-1/8 2 1-1/2 1-1/2 1-1/2 2 1-1/8 1-1/8 15/16 15/16 6 10d 16d 10d N10C-GC 10d 16d 16d 10d 16d 10d 16d 10d N10C-GC 10d 6 10d 16d 4 I 10d x 1-12 695 800 4 10d x 1-12 830 950 16d 2635 3030 4-13/16 4-13/16 6-5/8 6-5/8 5-1/16 7-1/16 5-1/8 5-1/8 6-5/8 6-5/8 5-7/16 7-3/16 5-1/4 7-3/16 6-3/8 6-3/8 6-1/8 4 16d 8 16cl 6 10d 6 16d 6 10d - - 6 16d 15/16 10 10d 15/16 10 16cl 8 10d - - 8 16d 1-3/4 1-3/4 1-3/4 1-3/4 4 108 4 N10C-GC 6 10d 6 N10C-GC 1 1 1-3/16 1-3/16 1-3/16 1-3/16 2 2 1-1/8 1-1/8 10d 10d 10d 16d 10d 16cl 16d 16d 16d 16d 2 10d x 1-12 4 10dx1-12 4 10d x 1-12 4 10d x 1-12 4 10d x 1-1/2 4 104 x 1-172 6 10d x 1-12 6 108 x 1-12 4 10d x 1-1/2 4 10dx1-1/2' 4 10d 4 N10C-GC 4 10d 4 N10C-GC 10d 10d 10d x 1-1/2 10d x 1-1/2 10dx 1-1/2 10d x 1-1/2 16d 16d 10d x 1-1/2 10d x 1-12 565 1130 685 815 695 830 1140 1360 930 1105 850 850 1075 1075 1285 1710 695 830 930 1105 2635 3970 1130 650 1295 785 940 800 950 1295 1565 1065 1215 975 975 1235 1235 1475 1970 800 950 1065 1270 3030 4345 1295 245 F30, D3, R5 305 305 510 6, F6, 510 F15, D3, R13 360 2, F20, 360 R12 290 5, F30, R5 485 5, F6, 485 F30, D3, R5 730 730 1115 1115 110 110 6, F6, F15, 03, R13 865 110 870 725 2, F20, 1035 725 R12 705 1410 855 1020 870 1035 1295 1700 1160 1215 1060 1060 1345 1345 1605 2140 870 1035 1160 1380 3295 4345 1410 290 730 485 485 730 730 885 885 730 730 6, F15, F18, I D2, R13 5, F30, R5 I 5, F6, F30, D3, R5 110 I 5, F6, F30, D3, R5 6, F6, F15, D3, Rfi3 • 1140 1360 930 1295 1565 1065 1295 1700 1160 2, F20, • F15, F18. 02, R13 I• F30, R5 5, F6, •F40, D3, R5 JL210 111210 JL210IF-TZ LL/C2102 JUS28 LUS28 JUS28-GC JUS210 JUS210-GC MUS28 SUH28 LUS210 MUS28 18 18 18 18 16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 1-9/16 8-1/4 8-1/4 6-5/8 6-5/8 7-3/4 7-3/4 7-1/16 6-5/8 11 10d 11 16d 1 6 10d 1-3/4 1 1-3/4 1 1-3/4 1 2 1 2 1-3/16 6 N10C-GC 8 10d . 8 N10C-GC 8 10d 8 . 10d 16 1-9/16 6-5/8 2 1-3/16 8 16d SUH210 11210 16 1-9/16 8 2 1-3/16 10 108 6 10d x 1-12 16 1-9/16 8 2 1-3/16 10 16d 6 10d x 1-1/2 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d HUS210 HUS210 16 1-5/8 9-3/16 3 2 30 16cl 10 16d HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 1) ) Uplift bads have 10d x 1-1/2 nailsbeeenn increased 60% for wind or seismic toads; no further increase shall be permitted. 23) Minimum nail embedment gauge be 1-148- /2" for 10d and N1OC-GC nails; 1-5/8" for 16d and N16C-GC nails. • 4)16d sinkers (9 gauge x 3-1/4" long) maybe used at 0.84 of the table bad where 16d commons are specified. 5) For JUS and HUS hangers: Nails must be driven at a 30' to 45' angle through the joist or truss into the header to achieve the table bads. 6) WS15 Wood Screws are 1-1/4-x 1-12" long and are included with 1100 hangers. 7) WS3 Wood Screws are 1-1/4"x 3" long and are inciuded with 1100 hangers. 10d x 1-1/2 1595 1835 1875 1095 5, F6, 8 10d x 1-1/2 1905 1965 1965 1095 F30, D3, R5 6 10d x .1-12 1275 1465 1595. 1095 6 10d x 1-1/2 1520 1745 1900 1095 4 10d 1075 1235 1345 1115 N10C=GC . 1075 1235 1345 4 10d 1305 1500 1630 4 N10C-GC 1305 1500 1630 8 10cl 1710 1970 2140 6 10d x 1-12 930 1065 1160 1115 1115 1115 1230 800 10d x 1-12 1105 1270 1380 800 1160 1335 1450 1085 1380 1585 1725 .1085 3970 4345 4345 2570 5310 5510 5510 3205 02, R13 4 10d x 1-1/2 1690 1945 2115 730 5, F30, R5 ••• • • • • •• • • • • •• •• • • ••• • • •••• • • -0 F15, 03, R13 110 2, F20, R12 6, F15, F18,1 • 1-800-328-5934 • www.USPconnectors-com i continued on next page 0 c) 0 r l0 0 c r/) 0 0 0 0 m ly o. •• • • • • • • • •• • • • ••.•••• • • hrssafetjalert;;symi�ol`tirsedto�`ailtracyour ,atteiitto 'PERS( NALS%>;1=E7Y1S�NV,Of: VEDr When.' �+�,�� `"�;. 4-s'-7 a., t, G-�R si� t - Y�3 +"1 d '� 7-4"4 � .d�aa+t�:: rou.see hr;sym:bgl ,, BECOML T�,1iE1=D.f attr a: ,�. ti�J •� A r . �-rMESSAGE ' ��f� 4s .� `, � � `�'��' �.�'.�.r. �•{� �i}ilsr.nptit:'W:2.c✓'+ }FSG:.Hk��i,S oreAr�?tlTIOiN4,L$I ICAx U+seTr IOrN <aidee�n;�titftf: ecs:3lYseaf.�.e isi,tiei?ra3 ttn>,g i practrceso Mdicates?unsafeconaittronsittatcould J?ysyypm result°nzpersonainjurordamagelioiructures;a.,.• • HIB -91 __S:u.m mar._y__S heel COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection -contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercisethe same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations arebased upon the collective experience of leading technical tAUTIONtTi ';`h`utlder; builcltrtg�co'n#racta °Itc'ensec contr.'aetor �7f.^u1Berec oo decLwtonS.i'_f Rlon,.ntrr av3ctodlinis Absedtojobtainonead,theetrre oe C " m wagip,enta .andsecommendatonsfior4>n- cst_a_il_ngg&BacmgxMet'l ka nneOedWood =,14Y:fromt•heTrussPate fitute Ie kixtR it14; _' D e GEg eµo oNGER des l.gnatesa conditionrft wh refaiIur t f Ilowinstructionsorheedwarnz r�.ru -'R': d -ice ._rte Mi4.r ty} 13 i.r.,,K.y :- rz,41r:Trel , jni Ta pit} ingw Ill` nostt,Ilke yt esult rn serious ersonal r<^°-- 1nlur ore eath ordarr age toStructures 4.-, .,,, s' . WA NINE A WARN NG ciescribes alc dation F -;whereiaiIure offoliow instructions coutd.result in' k k i muss rr� e" y°rs ` "xuv. LAN 2^ ern ciG3zr s r J oz.severe personal,,rniury or damage to structureSi;: TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel inthe wood truss industry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising fromthe use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ° by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the. publisher:; Printed in the United States of America. CAUTION.'Allemcicishoitt;be no less an a Fa�r�In dQlud .me�e.bi..e.e: r1ry e AII: 7 1nec �Co nt s" t ''44•enterrOtletsi m tP3sould bemewithmnimumo2t6naits l ts.'1ses sh hge,tlr.nniecttlGntoorgothnrs . aao ape, , wrtikdesinn'4,4*,407 ; CAUT1ON:Trusses -shout nota �".. iqw beatriloadedoturough _Amara cork d, J tinevenTsmagu : aces ich wh oufd ,wrca s e`otert v ••••,. russes stored horizontally should be sup'' ported on blocking to, prevent -excessive lateral. bending and lessen moisture gains WARNING KDo ti&breafc bandingAuntil installa{ �6skA'tr' " iia. 'o be s. °r` b40 :3 d2tieussebs�+yr Bands Ft" ._.1. .i Frame 1 Trusses .stored`- vertically should be braced to prevent toppling or. tipping., ANG R o `not r bundl es' up .gh n e rope y r ac D `NGER Walk tt066 trusses which are rlji�ng _ Rk2rF'(k4'k7'; p3A41rfi"z: ' # attSsektternel dangerous andshould bestrrict r•'w rr� pron 6 tecl`� • �'WAF3NINC�Do not altta �i� caUles,chalns,; o' hooks to thexweb members or less Tag Line I I Approximately 1/2 truss length or less I I Approximately '/2 truss length -Truss spans Tess than 30': • — Spreadermono tro Bar Toe In Toe In Approximately. '/z to Sia truss len.th Less than or equal to 60' Spreader Bar Toe InValgiV17111111W Tag Line ylirir2p.. ftd 1A/ARNINO Donottiftsingle#russeskwrthspant b4 n "greater than 3U' by thepeak"§�'�`�°,'' N,sw t'.1..rii.9 i . :: 1 .yrs ?MAI;n :., x.:' tMECHANICAL''.. INSTALLATION' Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Toe In '. Approximately ^/z toi.truss len • th , • Less than'.or equal to 60' Tag...: Line" Tag. Line Strongback/ SpreaderBar At or above mid -height Tag Line' 10'. NIELIESIBEINEN k . Approximately • i'a to 3/4 truss length Greater than 60' • • • •• • ..� . •. • - .•• • • • Strongback/ • SpreaderBar• • • • • • ••.• 10' 10' .-110210111113ZIA111111 •••• /Eball© ISI l��I ��h ••. ••.•Approximete.y* . ? ••..36t•:3/{truss length I • . •• • •.•• • . Greater.tlt+ar>.606 • sFieets atlequate or�ieairrstaltafr'0��, � �� i�redprofessn`aengrneea different -; g m �'The� esrgn,tbractng rnaccoctlaricewrth i s: fi* fi a si ''"'R,76VIAs ecommended Desrgn S ecrfiatcon� (ttor Tern °fary Bracrna_of£. eta_1{ Ptfat`e �CornnectediWoo ,�-•'`Y+„ .s..: T'X' �: R-*"` Ih '-•"-•SS �"i4. *L`��%likd'}`-. • 7 ussesVDS1349 and��n som' cases!tletermindlfhatavv'rtle_ksRaci•ngisTossrb'le w ; CAUTIOt mporary bracrn $stows ri ffir summary t � �ancr r�',sses�`wtth strnllarconfiguratrons:� Consult aa.regrste bra= 1 -arca e" ent is tlesire en inee ma d GROUND BRACING BUILDING INTERIOR GROUND BRACING:' BUILDINGEXTERIOR: floor / F `Top Chord _ZGBv _. Ground brace" diagonals (GBD) Backup .- -• • ground: — ground stakes `requrretl for a111nstallations Frame 2 Typical vertical,. ttachment .:• ; �y m truss of brac group of trusses �tir (EB) Typical horizontal tie member with multiple stakes (HT) 1 e 12 4 or greater Up to 32' Over 32' - 48' Over 48' - 60' Over 60' aMINIMUM PITCH �i5 ... 4/12 4/12 4/12 LATERAL BRACE'' SPACING(LBS) ISI I,GI.l ;;.1? 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBS. s' (# trus'sesl 8P/DF 20 10 6 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces,..\.). lapped at least.2 trusses. SPF/HF 15 7 4 SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required •y 10" or Greater Attachment Required• • • • 1 ••• Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MINIMUMji PITCHri ";' DIFFERENCE r `E' E �k ;1 Mfr s z Zzc W- 140'',1" , WARtItNG. xai�I�ur�.e}�� o,fo1lov�;ttleserecomm" en atronscou dTesu1&ut 414,0 `� A 6 i `dY r o t#1'.' o i.2 i f i�1 '�F '� ry.N 4 severe4pe conal mjurwor damagttoTtrusses or,.bulldings J TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAG ONAL BRAC SPACING (DBS),: =SP/DF SPF/HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF. Douglas Fir Larch i-frFTem-Fir Continuous Top Chord Lateral Brace Required Attachment Required SP ;Southern Pine • SPF SprucePine-Fir 0000 ••• • • • • •• • • •.. �• • ••••�. • "• •r••• • • a.••••• All lateral braces lapped'at least 2. trusses: Top chords that are laterally braced can buckle togetherand cause collapse it there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Frame 3 SCISSORS TRUSS 12 -1 4 or greater SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBs) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP/DF SPF/HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir -- AU lateral braces lapped at least 2 trusses. Bottom. chord .diagonal bracing repeated at;each.end of the building and at same spacing _as.top chord diagonal bracing. • ...... . 1112t? -TOM CrIORD PLANT,.: WARNING t.Failr ato`fol[owthes recommendations coufdiresuli severe" ersonal inju_-ry orgdamagelo trusses ortbuildings WEB MEMBER PLANE Permanent. continuous lateral bracing as specified by the truss engineering. Frame 4 Cross -bracing -repeated at each end of the building and at 20' intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) ;. [#trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine -HF - Hem -Fir SPF - Spruce -Pine -Fir 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required 30" or greater The end diagonal brace for cantilevered trusses must placed on vertical :webs in line with ' ... the support. End diagonals are essentfaf ford stability and must be duplicated both ends of the truss system: • • v _• • • -•. •• •. • .• • •••• •S..•• • •••. _ tir.�+i`�-fr- [` w ..Y ';,. 'fw7 wt;,�,�.y�st3�-f "-jaiY*'•.°sir - '-; WARNING F#ailure to fdllow-these r.;ecommen aij ons eoulc� resin +�.ir >&krs mtt t rear k 'i se�ereersonal tnjury or damage to trusses or iuitc ings � _ v i'~ ., E i-, ,;44 ,fi..hla4 1 • • • • • • • • • •••••• •� . • • • .. •••••• .••••• ,'4x2 PARALLEL CHORD TRUSS:TOP CHORD. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10" or Greater End diagonals are essential for? stability and must be duplicates both ends of the truss system. Frame 5 312" x x Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH , TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DB) [# trusses] SP/DF SPF/HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professiona engineer DF - Douglas Fir -Larch 1F - Hem -Fir 1 • SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS:':' 12 or greater (<4. All lateral braces lapped at least 2 trusses. • • • • 4,4,4,10' or Grgiter • • • ;iequired • .21,„.*4-1/VARNINGt.;;Eatitireloif011oW,lhesetecommericiabOnstoUt&resu'.-41k*121..*F severpersorraLmjuryior,IlamagQitoArussesf,orzb.uildmgsOv.'t. 1 Truss Depth D(in) Lesser of D/50 or 2" joaximum Misplacement OUT -OF Plumb Line • • . • • • • • • • • • • . . • ... . - . ::.:INSTALLATION'TOLERANCES;,,•;, D(iri) ,....... . Diao l' D(ft) —t2"----1/4"----1"-- 100" 1/2" 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4 7' 96" 2" 8' 108" 2" 9' -PLUMB INSTALLATION TOLERANCES. Length • • • .. •. • . . .......... ... .. .......... . . ..... ..„ ... .... . .... .. ... . ... . • • .......... . ....... ..... . . ...... . .... . ....... .... .„.. ......... . ....... . .. ....... : . ... .. . .. • . . 1 L(in) Lesser of L/200 or 2" .. .......... .• • ..................... L(in) . L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' • L(in) .. ..... ... .. .... Lesser of L/200 or 2" L(in) 1/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/Z' 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. ,—",..-,:;:qms14,,,re--•:;-,f.t a If ba:Ecircum -i';t4DA e • tiloaOs onunbraced d 4 Frame 6 TRUSSES' STRENGTHENING FOR MR. CASTRO'S RESIDENCE 9701 BISCAYNE BOULEVARD, MIAMI, FLORIDA. PERMIT No. RC -15- I.24 CONSULTING ENGINEERS, PA CIVIL ! STRUCTURAL F.E. 22249 E.B. 0005512 1220 Sill. 391h TE!GE MIAMI, FLORIDA 33155 TEL- (305) 262-6225 FAX- (305) 262-2014 E-mail: orlandoforturObellaouthnet .fp•• • • •••• • •• • •• • • • • • • • • • •••• •• • • • • • • •••• •• •• • • •• •• • • • • • • • • •• • • •• • . • •••• • • • • • • • • • • • • •••• • • • • • JO5'NUMBER 2=9= / 6 ORLANDO M. FORTUN, CONSULTING ENGINEERS, P.A. 7220 S.W. 39TH. TERRACE, MIAMI, FL. '' P.E. No. 22249 C.A. 0005512 project number project name 2=9=16 TRUSSES' STRENGTHENING MR. CASTRO'S 9701 BISCAYNE BLVD. MTS*" AS PERMITTED BY ELORI ► A~' ADMI IS COVER'PAGE4HAS,'BE EN,.SIGNED' °SEALED°AND`IDAT ALL CALCULATIONS' LISTED BELOW MARK$ T2 -C T2 -D M-4 M-5 M-6 M-7 ' M4 -A 1 NUMBER OF PAGES TABLE OF It "D'C t.I OW N LIST OF TRUSSES TO BE STRENGTHENED TRUSS T2 -C TRUSS T2 -D TRUSS M-4 TRUSS M-5 TRUSS M-6 TRU55 M-7 TRUSS M4 -A CALCULATIONS FOR TRUSS STRENGTHENING CALCULATIONS NAILING QUANTITIES CALCULATIONS ' DETAILS a STRENGTHENING DETAILS * • a ; ,a ',� STATE �� : �, 0,4%.%%t0R��••::: .e.:';''‘‘ ,,,,..A, -..:::.::':I •• • • •.... •Jtit.262016• •••• , •. • • T-1 •• '• • • • •• • T-2 • • • • • •• • T-3 T-4 T-5 T-6 T-7 C-1 TO C-2 D-1 TO D-3 • ID.* • • • •••• • •• • • • • • • • • • • • • •••• • • • • • ••. • • Job 7.630 s Jul 9 2015 Truss Truss Type Qty Ply 6cf132 4 2-9-16 T2C ROOF TRUSS 1 1 1 Job Reference (optional) ..le. 01 Industnes, Inc. Thu Jul 14 16:52:2 016 a 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-ZNUotmwUvECdMC8N2fuo7w7UdKrTNdfM y5zm 4-2-0 6-10-148-7-12 9-6-0 13-5-0 4-2-0 . 2-8-14 F 1-8-14 10-10-41 3-11-0 - - 3.00 4x8'% 3x4 = 11 2x4 II 2-6-0 2110r0 4-2-0 2-6-0 d-4-'0 1-4-0 Plate Offsets (X,Y)-- [2:0-2-11,0-0-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 10 2x4 II W3 0.25 ITT 2x4 II 5 12 Scate = 1:23.3 Camber = 1/8 in 3x4 = c g 2x4 II 2x4 II 83x4 = 6-10-14 2-8-14 W6 •• • G ••• • 2x4 • II • •••• • • •••• • • •• •• • • • • • •• •• •• • • • • • • • • • • •• • •• • • • •••• • • • 9-6-0 9-�100 • ••.13-5-b 2-7-2 0-4-6 • • • 3-7-Q • • : • • • • • • • �• • • •• • SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.70 BC 0.70 WB 0.10 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.09 9-10 >876 Vert(TL) -0.19 9-10 >423 Horz(TL) -0.00 7 . n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 54 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (ib/size) 17=226/0-34 (min. 0-1-8), 8=865/0-8-0 (min. 0-1-8), 11=970/0-8-0 Max Horz 11=17 Max Uplift7 -249 LC 5 8=-538(LC 4), 11=-695(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-277/273, 6-7=-229/305, 5-12=-177/259, 6-12=-175/260 10-11=-264/166, 9-10=-264/170, 8-9=-264/170 6-8=-272/178, 2-11=-564/464, 5-8=-641/569 FORCES. (Ib) TOP CHORD BOT CHORD WEBS NOTES - s 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-9 to 2-10-0, Interior(1) 2-10-0 to 13-3 DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf_bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 538 Ib uplift at joint 8 and 695 Ib uplift at joint 11. 6) Girder carries hip end with 0-0-0 right side setback, 4-2-9 left side setback, and 4-2-9 end setback. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 Ib down and 174 Ib up at 4-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on oaae 2 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) sf -4; th • a sf; h=22ft; I ; L=1.60 plat B 15, PA CML / bT XlRRAL PE 22249 . CA OX55r2 e loads. 1220 5111351h TI AGE ML4j R.ORDA 3355 uplift at J6iRt(305) 2621,225• FAX- (305) 262.204 JUL 14 21116 Job 2-9-16 Truss T2D Truss Type ROOF TRUSS Qty 1 Ply 1 Job Reference (optional) 32 15 o' cc 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu JUI 14 16:52.2 1 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-ZNUotmwUvECdMC8N2fuo7w7ZDKyvNcIMR 2yy5zm 1-8-0 6-1-12 7-0-0 10-7-8 1q 11-0 1-8-0 4-5-12 0-10-4 3-7-8 -3- 3.00 12 4x8 0.25 FIT 12 2x4 II 9 Scale = 1:18.9 3x4 = 1-8-0 1-8-0 Plate Offsets (X,Y)-- (2:0-3-4,0-0-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 7-0-0 5-4-0 7-4- d-4- •••• • • •••• • • •• •• • • • • • • • • • • • • •• • •• • • • •••• • • • • 141-11-0 • •••• 3.7-0 ••••••• •• • • • • • • •• •I.•••• SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.23 WB 0.16 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 6-7 >999 Vert(TL) -0.04 6-7 >999 Horz(TL) 0.00 5 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 54 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.00 Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 1-8-0, Interior(1) 1-8-0 to 10-9-4; DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf_bottom chord live load nonconcurrent w 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 228 Ib uplift at joint 8 and 436 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BRACING - TOP CHORD BOT CHORD (Ib/size) 5=150/0-8-0 (min. 0-1-8), 8=346/0-8-0 (min. 0-1-8), 6=673/0-8-0 Max Horz VSZCO Max Uplift5=-141(LC 5),ES-879 4 6=-436(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. 1-2=-392/228, 1-8=-340/216 6-7=-260/354 1-7=-204/408, 3-6=-490/437, 2-6=-328/236 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) sf; Lu sr; =22ft; Cat. II; 1.60 plate frOSLTIG BO= PA CML / BTRJC11P4L • Pi. 22249 . CA x@3512 e Ioads.1220 511139th TE:2RAC.E MIA/11, FLORIDA 33155 uplift MAI -4105/252 6225: FAX- (305)162-2014 LOAD CASE(S) Standard JUL 14 M16 . Job 2-9-16 Truss M4--- Truss Type ROOF TRUSS Qty 1 Ply 1 A, Job Reference (optional) 16 2x4 II .630 s Jul 9 2015 MI 1 K Industries, Inc. Thu Jul 14 16.49. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-75XOZcgye4PA6cQ8PgHEdRTOBbwSKN4vfypabayy60T t-614-2-2 -6 8-4-4 4-2-2 -4- 3-10-2 Scale = 1:15.7 9 0.25 12 3x4 = 10 2 3x4 = 3 4 W1 8 3x4 = 0-Q114 0-(0-14 4-6-2 4-5-4 0,2 b -4- 4-(j • • •• •• • • . • • 8• -4 4 ••• ' 3-6-2 • • • •• • • • •••• • • • • • • • • • • • • . • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.16 WB 0.08 (Matrix) DEFL. in (Ioc) I/deft Vert(LL) -0.01 7-8 >999 Vert(TL) -0.03 7-8 >999 Horz(TL) -0.00 6 n/a Ud 240 180 n/a •••• • • • •.• • PLATES GRIP MT20 244/190 • • • Weight: 42 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING- TOP CHORD BOT CHORD REACTIONS. (Ib/size) 8=192/0-3-8 (min. 0-1-8),=152/0 8 (min. 0-1-8), 7=543/0-8-0 Max Horz 8=18(LC 5)��n.... Max Uplift8=-185(LC 4), 6=-178(L 7--424(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-447/480 NOTES- - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-4-4 DOL=1.60 .2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 178 Ib uplift at joint 6 and 424 Ib uplift at joint 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member.end fixity model was used in the ana Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) =1.60 pl a gri on CJD. lfifi1O fwgrot LOAD CASE(S) Standard El 1'1 • CCNE/L1 6 ElatEEK Pio loads. CME / &TRUC11 1 plift at joint a}t. 22249 . a SMO gn of thi911it911.39th TE TRACE tllk`'ll, FLORIDA 3365 TEL- l3ID5) U.1 a225- FAX- (3675)161-1044 JUL 14 Z01,6 • Job 2-9-16 Truss M5 Truss Type ROOF TRUSS Qty 1 Ply 1 .113 's3 Job Reference o•tional rte.. ..�. �c.�n.�a •!11cilten- 1 .630 s Jul 9 2015 MI 1 K Industries, Inc. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-75X0Zcgye4PA6c08PgHEcIRT2bbx6K60T 3-6-5 7-5-1 3-10-12 3-6-5 Scale = 1:14.0 2x4 II 0.251%12 2x4 II 2 2x4 1I 3 4 W1 W2 T1 W3 2x4 II 0-9-4 0-0-4 B1 2x4 II 3-6-5 6 3-6-1 4 -5 -4- • • • s • >••• • •••• • • •••• • • • • • • •• • •• • • 3 • • •• •• • • • • • 7-5-1 • • • • 3-6-12 • • • •••• • • • • •• • • • • • • •• • • •••• I • • • • • •. • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.12 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 5-6 >999 Vert(TL) -0.01 5-6 >999 Horz(TL) 0.00 n/a Lid 240 180 n/a • • PLATES GRIP MT20 244/190 Weight: 28 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 7=137/0-3-8 (min. 0-1-8), Max Horz 7=17(LC 5) Max Uplift7=-142(LC 4), 6=-414(LC FORCES. (Ib) - Max. Comp./Max. Ten. - All forces WEBS 2-6=-384/448 NOTES- BRACING - TOP CHORD BOT CHORD 6=475/0-8-0 (min. 0-1-8), ` =181/0-8-0 5) 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8) 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0pss+BCDL-6. Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-5-1; Lu i be D DOL=1.60 12) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witt a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 414 Ib uplift at joint 6 and 198 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member.end fixity model was used in the analy Opof; h -2341 -Cat 11; =1.60 plate grip Crohn C o. a Q LOAD CASE(S) Standard a(-.tuln • MUM Brien FA • loads. CML / marmot plift at joint pl. 22249 ‘A Nogg n of thi lStlt 351h TERRACE HIA!11, FLORIDA 3355 TEL- (303):62 6223. FAX- (305) 262-2014 JUL 14 am Job 2-9-16 Truss M6--- Truss Type ROOF TRUSS Qty 1 Ply 1 Job Reference (optional J 1141649 i/'� (0032 4 201" '-a- 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu u ID:yR7aE AsOxAZuJ6S81ewNUzWOzo-75XOZcgye4PA6cQ8PgHEdRTy_bg1KN6ut dyy6OT 7-2-6 2x4 II 6 7-2-6 0.25 FIT 5x6 = 2 Scale = 1:13.6 Camber = 3/16 in 3 7-2-6 • • • •• • • •••. • • •••• ••• • • • •• •. • • • •• • • . • • •• • .• 7-2-6 • • •• •• • • • • ..• • • . • • . Plate Offsets (X,Y)-- [2:0-2-9,0-2-8],[4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.60 BC 0.56 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.11 4-5 >718 Vert(TL) -0.27 4-5 >287 Horz(TL) 0.00 . n/a • • • • PLA, $.: • GRIT' . MTZO 244/t90 • • •••• • . • • • • •• • Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD WEBS (Ib/size) 5=357/0-3-8 (min. 0-1-8), Max Horz 5=16(LC 5) Max Uplift5=-318(LC 4), -8-0 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-5=-292/355 2-4=-343/434 LOAD CASE(S) Standard Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. t; a t NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0p • Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-2-6 DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 401 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the an sf ° o . [ 1�1 a u ��uu u 1.60 plate 8eg_.. Tim Bi , FA CIVIL / 5 T�1C1lL PE. 22249 AMR loads. plift at jag plift at j8Mao TERRACEI1IAf11.FLORIDA33155 TEL- (30)262 6225- FM (305)262-204 vsis and desian of this truss AIL 14 2ti1i / .UOU J UUI J LV I v Irll I v.• ...vvv.. ....., ...-. ...- _ _. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-bN5mmyrbP0X1 km?KzYoT9f?6K?9E3 7-7-9 7-7-9 0.25 riT 5x6 = S Scale = 1:14.4 Camber = 3/16 in 5 4x4 = 7-7-9 • • • • • •• • • •••• • • •••• ••• • • • •• • • • • • • • • •• • •• 7-7-9 . • •.• •- . • • ••. • �• • • • • • • Plate Offsets (X,Y)-- [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) Vert(LL) -0.14 4-5 Vert(TL) -0.35 4-5 Horz(TL) 0.00 I/deft >592 >237 n/a • • ud 410 • 189•• n/a • • • • • •••• • • • • •• • Weight: 37 Ib FT = 0% • PL/ClfyS•;• GRIP MT20 244/490 • • LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 5=381/0-3-8 (min. 0-1-81t:=0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4),' C 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9 L DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 5) Provide mechanical connection (by others) -of truss to bearing plate capable of withs 418 Ib uplift at joint 4. e loads. uplift at j>Iftt WS* TDRAGE 1411411, FLORIDA 33155 TEL -(305)2624225 FAX -(355)262-2014 and design of this truss. ma Quote TPG 8di1MR3, PA CME ! Mixt PE 22243 a1 MN 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the arsqlysis LOAD CASE(S) Standard JUL 14 20116 Job 2-9-16 Truss M7 Truss Type ROOF TRUSS c Qty 1 nn - i..i Ply 1 n OM G Job Reference (optional) AAiTnlr Inch Ictriac Inc Thu .1111 14 A0032205 16:49:37 01 f Agge / .UOU J UUI J LV I v Irll I v.• ...vvv.. ....., ...-. ...- _ _. ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-bN5mmyrbP0X1 km?KzYoT9f?6K?9E3 7-7-9 7-7-9 0.25 riT 5x6 = S Scale = 1:14.4 Camber = 3/16 in 5 4x4 = 7-7-9 • • • • • •• • • •••• • • •••• ••• • • • •• • • • • • • • • •• • •• 7-7-9 . • •.• •- . • • ••. • �• • • • • • • Plate Offsets (X,Y)-- [4:0-2-8,0-1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.69 BC 0.64 WB 0.08 (Matrix) DEFL. in (loc) Vert(LL) -0.14 4-5 Vert(TL) -0.35 4-5 Horz(TL) 0.00 I/deft >592 >237 n/a • • ud 410 • 189•• n/a • • • • • •••• • • • • •• • Weight: 37 Ib FT = 0% • PL/ClfyS•;• GRIP MT20 244/490 • • LUMBER - TOP CHORD 2x4 SPM 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 5=381/0-3-8 (min. 0-1-81t:=0-8-0 (min. 0-1-8) Max Horz 5=17(LC 5) Max Uplift5=-328(LC 4),' C 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-312/367 WEBS 2-4=-362/453 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-7-9 L DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 5) Provide mechanical connection (by others) -of truss to bearing plate capable of withs 418 Ib uplift at joint 4. e loads. uplift at j>Iftt WS* TDRAGE 1411411, FLORIDA 33155 TEL -(305)2624225 FAX -(355)262-2014 and design of this truss. ma Quote TPG 8di1MR3, PA CME ! Mixt PE 22243 a1 MN 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the arsqlysis LOAD CASE(S) Standard JUL 14 20116 Job 2-9-16 Truss M4A Truss Type ROOF TRUSS Qty 1 Ply 1 n nn4 c ',032=S2 Job Reference (optional) 11nrr..1. Ir.d„ctrinc Int Thu. 1ii1141R'52'29 ' 016 •' 1 3x4 = .OJV............ ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-ZNUotmwUvECdMC8N2fuo7w7YJKxDNamMR yy5zm 4-2-9 8-5-3 4-2-9 4-2-9 9 0.257 2x4 II 3x4 4 ,Scale = 1:15.8 W1 W5 8 3x5 11 4-2-9 3x8 = 19 el 8-5-3 • • • • • •• • • •••• • • •••• 5 3xaill. • • • •• • • ••• • • • •• •. • • •• • • • • • •• • •• 4-2-9 4-2-9 •.••.• • • • • .• • • • • • Plate Offsets (X,Y)-- [6:0-2-12,0-1-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1, [8:0-2-12,0-1-8 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.27 WB 0.29 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.04 7-8 >999 Vert(TL) -0.07 7-8 >999 Horz(TL) -0.00 6 n/a ••• • • Lid 240 . • 180 • n/a • • PLArg$.;. GRIP* ▪ MT2O 244/160 • • • • • • •••• • • • • •• • Weight: 42 Ib FT = 0% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD WEBS NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0 Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-5-3� DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs 647 Ib uplift at joint 6. 6) Girder carries tie-in span(s): 4-10-0 from 0-0-0 to 8-5-3 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BRACING - TOP CHORD BOT CHORD (Ib/size) 8=679/0-8-0 (min. 0-1-8),i`t)%-8_ -0 (min. 0-1-8) Max Horz 8=18(LC 5) Max Uplift8=-577(LC 4), r -- 7(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-8=-548/501, 3-6=-562/562, 1-9=-1047/853, 2-9=-1041/853, 2-3=-1049/864 1-7=-904/1111, 3-7=-941 /1132, 2-7=-434/460 Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .sf9T� �' ►,4 0 Mg fOrTan =1.60 plateMI.TING MEEK PA CML / 8TRI NF4L F.E. 22259 .4:4 COM e loads. 1220 511139th TE4RAC.E KM, FLORIDA 33155 plift at jitteiall42.6225. FAX -(305)262.2014 LOAD CASE(S) Standard Continued on page 2 JUL 14 MI6 El =nand= CFO% (Porp•cocurn consulting engineers, pa civil / structural PE. -22249 - C4-00512 1220 sa 39th terrace pilau - (30) 262-6225 mlanl, Fla, 33155 fax - (305) 262-2014 orlandofortune bellsouth.net. TRUSSES' STRENGTHENING FOR THE RESIDENCE OF 1, 24-161 MR. AND MRS. CASTRO 9701 BISCAYNE BOULEVARD. MIAMI, FL. PERMIT RC -15-1024 Table 11Q COMMON WI E Values (Z) for -Single , ShearKtWoNmILS: Reference L • " with wood structural panel side members with an effective G onnections z 0.50 2 O O U CO 3/8 7/16 19/32 23/32 1-1/8 1-1/4 iu E 0 2 0 in. 0.099 0.113 0.120,, 0.128. 0.131 0.135 0.148 0.099 0.113 0.120 0:128 0.131 0.135 0.148 0.162 0.099 0.113 0.120 0.128 0131. 0.135 0.148 0.162 0.099 0.113 0.120 0.128, 0.131 0.135 0.148 0.162 0.177 0.192 0.099 0.113 0.120 0.128' 0.131., 0:135 0.148 0.162 0.177 0.192 0.099 0.1135 0.1205 0.128 0.131. 0.135 0.148 0.162 0.177 0.192 0.128 0.1315 0.1355 0.1485 0.162 0.177 0.192 0.148 0.162 0.177 0.192 2 Y 0) Pennyweight 6d 7d' 6d 8d 8d 10d Add 8d • 163 12d 10d 20d 16d 6d 7d 6d 8d 8d 103 . 10d 16d 12d 10d 20d 16d 16d 40d 6d 7d 6d 8d 83 8d 16d 10d 20d 16d 16d 40d 63 7d 6d 8d 8d 103. 103 ;• 8d 16d 12d 10d 20d 16d 16d 40d 20d 20d 30d 6d 7d 6d 8d 8d 10d 10d 16d 12d 10d 20d 16d 16d 40d 20d 20d 30d 6cf 7d 634 8d 8d 10d 10d 8d 16d 12d 103.20d 16d 16d 40d 203 20d 30d 10d 8d_ 16d 12d 10d 20d 16d 16d 40d 203 20d 30d 10d 20d 16d 16d 40d 20d 20d 30d • too O • 47 47 60 75 78 83 94 50 62 69 . _.. 77 80 85 96 114 51 64 70 78 82' 86 97 115 58 70 77 85 88 93 104 121 137 142 62 78 85 93. 96 101 113 130 145 150 62 81 92 104 109 116 132 154 169 174 104 109 116 132 158 181 186 132 158 183 191 45 56 fit 70 73 78.. 88 47 58.._... 72 - 75 80 90 106 48 60 66 74; 77 .81 91 108 55 66 73 80 '83 87 98 114 128 133 58 74 80 88 91., 95 106' 122 137 141 58 75 85 97 101 108 123 146 160 164 43 54 68- '71 75 85 45 56 • 63 70 73. 87 102 47 58 '78 88 104 53 64 70 .78 80 84 95 110 124 128 55 72 78 .85 '1W:1 92 103" . 118 132 136 55 72 81 s3..... 97. 103 118 141 155 159 • v J it N � 5 43 54 70 74 84 45 56 69, ' 72 76 86 101 46 57 63 t71_ ..77 87 103 53 64 70 •:.77 80 84 94 109 123 127 55 71 77 91 102 • 117 131 135 55 71 81 92 96 102. 116 139 154 158 42 52 • .58 .65 '68 72 82 44 55 60 .68 70- 74 84 99 45 56 62 72 85 100 51 62 . 68 75 78 82 92 107 120 124 53 69 76 83 86 89' _ .100 115 128 132 53 69 78 .. 89 93 =99, , O 0 (32 40 51 58� • 63" 66 70. 79 43 53 66 t 68 72 _.. 81 96 44 54 60 70., • 73. 83 • 97 •• 50 61 •• 66 73,•• `'76 ; ' • 79 89 • • 103 • • 116 • 120 • 51 • 67 • 73 • 80 97. 111- 124 128 51 67 76 86 esi ,4 40 50 65 . 69 78 42 52 58 65 67 71 80 95 44 54 59 _ 69. •,72 •82 96 • 50 •••60 ••6 . (72- • • yg. ' 2-•••75' ••Z9 es • •102 • •145 • 119 •66 1,•8 .. • 110 123 127 38 47 52 59 61 65 73 40 49 55 61 63 67 76 89 41 51 56 • • 68' .••77 • 44* • 47 S•% •• 62• • . �•• 7 • 74 • ••«*•• 96 10t- 112 • ••4t7••• • 62 •fiD• • • 75• • .,81 _ 91 104 116 120 lbs. 37 47 -52 58., 61 64 72 40 49 60, 63 66 75 88 41 50 55 tii4•• .67 76 8g••• 56••• 6S 70 • 7S•• 81•• 95 107 11*•• 47• 610•• 68• 7s 77 81 ' 90 103 115 118 4 4 6 •' 6E 7; • 88 46 55 60 • `67 _• 69 • 72 •• 81 • 94 • 105 ••109 • 46 ••60 •67 74:. 79 102 113 116 51 47 47 46 66 62 75 69 61 60 85 ..._. .. 69 67 83 79 78 77 '64 88 82 80 108 100 87 85 99 129 120 - - . 97 97 145 137 119 116 101 92 89 149 141 136 134 108 96 93 86 85 79 140 138 96 123 102 99 96 90 89 83 872 77 116 94 88 BO .170 139 135 131 3 109108 100 87 85 161 129 97 123 168 163 151 149 139 20 119 116 147 118 116 113 157 155 145 114337 1354 170 141 139 135 13_1 108 177... 131... 129 120 100 170 119 _ -161_ _ 97 1. Tabulated lateral design values (Z) shall be multiplied by all a 168 - 149 151 116 63 157 145 137 139 135 2. Tabulated lateral design values (Z) arc for common wire, box, and sinker nails (see A 155 143 fibers; applicable adjustment factors (see Table 10.3.1). 140 minimum nail penetration, Fib r 90 000 psi for 0.142" < io < p, into the main member equal to 10D and nail bendinglig yield ) inserted in side grain with nail axis for to wood 3. When 6D <p s IOD, tabulated142"<lateral 77"; Fl values80.000 psi for 0.177" < D < strengths (F 4. Nail length is insufficient to provide IOD penetration. Tabulated lateral deal 0.236" rs)- F� = 100,000 psi for 0.099" 5 D 5 0.142"; (Z) shall be multiplied by p/IOD. 43. . Tabulated lateralidesign values vi sshah be permitted to apply for design values (Z) shall be ejuated per footnote o greater side member thickness when adjusted per footnote 3. AMERICAN WOOD COUNCIL 147 93 97 103 118 141 163 170 113 135 151 155 96.5•- 109 131 146 150 or, 0 CD1F3DMIO=OdICD Mk gC)Cr12009 consulting engineers, pa. . civil / structural PE -22249 - EB -00512 1220 sm. 39th terrace . phone - (305) 262-6225 miami, fia, 33155. fax - (305) 262-2014 orlandofortunei bellsouth.net. • TRUSSES' STRENGTHENING FOR THE RESIDENCE OF MR. AND MRS. CASTRO 9701 BISCAYNE BOULEVARD MIAMI. FL PERMIT RC -15-1024 . 7 v....T.-II...77 • • ; ter,,- • • ,,, • • .1 tmk,Ant7 or0anclo gowiical] consulting engineers, pa. cfvll / structtral PE. -22249 - Cal -00512 1220 SAL 39th terrace phone - (305) 262-6225 mlaml, Fla, 33155 fax - (305) 262-2014 oriandofortune bellsouth.net. TRUSSES' STRENGTHENING FOR THE RESIDENCE OF MR. AND MRS. CASTRO 9701 BISCAYNE BOULEVARD. MIAMI, FL. PERMIT RC -15-1024 otp0emEndo 110 goo1Mtiarril consulting engineers, pa. civil / structural PE. -22249 - CA -00512 1220 sou. 39th terrace phone - (305) 262-6225 mtanl, Fla, 33155 fax - (305) 262-2014 orlandofortune bellsouth.net. TRUSSES' STRENGTHENING FOR THE RESIDENCE OF MR. AND MRS. CASTRO 9701 BISCAYNE BOULEVARD. MIAMI, FL. PERMIT RC -15-1024 Job 2-9-16 Truss M19A Truss Type ROOF TRUSS Qty , 1 Ply 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MITek Industries, Inc. Wed Jul 27 10:29:58 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-9DJJ0492jn_6quGRT6aG?CcMHOJA3q IOIvo3VSytvM N 4-2-0 3x4 = 2-6-0 4-2-0 3.00 12 T1 5 2 Scale = 1:8.6 .B1 2-6-0 4 2-10-0 1 0-4-0 1 • • • • • •• • • •••• • • •••• .42t0: 3 • • • •• • ••• • •• • •• •• •?-40 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.15 BC 0.40 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Vert(LL) 0.00 3-4 >999 Vert(TL) 0.00 3-4 >999 Horz(TL) -0.03 2 n/a • • • •Ud • •240 • • n/a 0 •. • • • • • • • • • • �3• GRIP•••• 24•}/190 • •••••• •••• • • • • • Weight: 20 Ib FT = 0% LUMBER - TOP CHORD 2x6 SYP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers, and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=173/Mechanical, 3=-469/0-3-8 (min. 0-1-8), 4=723/0-8-0 (min. 0-1-8) Max Horz4=137(LC 5) Max Uplift2=-264(LC 5), 3=-469(LC 1), 4=-707(LC 5) Max Grav2=173(LC 1), 3=519(LC 5), 4=723(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 3-10-0; Lumber DOL=1.60 plate - grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w k' 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with: 469 Ib uplift at joint 3 and 707 Ib uplift at joint 4. • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the a LOAD CASE(S) Standard ctihi lErTzurt uplift at joirtfkanm ENco1 PA sign of this tr E 1 $'L P 11149 CA 0352 1220 SI 33th TE,'ORAcE MIAt91, R..ORIDAi 3365 TEL- 005/262 6225 FAX -(9@5!262-2014 Job Truss Truss Type Qty . Ply 2-9-16 CJ5A ROOF TRUSS 1 1 Job Reference (optional) 1 7.630 s Jul 9 2015 MiTek Industries, Inc. Wed Jul 27 10:32:57 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-Pfd_aHJKZnXipORrSCIEIxXx5YPFVnckTFf2HaytvJa 2-10-5 3-11-5 5-7-11 2-10-5 1-1-0 1-8-6 2.12 12 2 Scale = 1:11.0 • •••• • • ••• • 3-5-11 • • • •• • • • • • • • •• • •• . • • 3-5-11 '2-2b •••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.22 BC 0.39 WB 0.00 (Matrix) DEFL. in (loc) 1/defl • Ud • Vert(LL) 0.00 3-4 >999 •240 • Vert(TL) 0.00 3-4 >999 '1,810' Horz(TL) -0.04 2 n/a n/a • • • • +T20 •••• • • • •• • Weight: 27 Ib • • GRM••• 2% 19.0• : • • FT=0% LUMBER - TOP CHORD 2x6 SYP No.2 BOT CHORD 2x6 SYP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=213/Mechanical, 3=-287/0-3-8 (min. 0-1-8), 4=472/0-11-5 (min. Max Horz4=78(LC 5) Max Uplift2=-304(LC 5), 3=-287(LC 1), 4=-334(LC 4) Max Grav2=213(LC 1), 3=266(LC 4), 4=472(LC 1) FORCES. (Ib) - Max: Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8) NOTES - 1) Wind: ASCE 7-10; Vulf=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -0-0-2 to 2-11-14, Interior(1) 2-11-14 to 5-3-11; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent it 4) Refer to girder(s) for truss to truss connections. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of with 287 Ib uplift at joint 3 and 334 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the e 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as f ith LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 na ron vetfturado: 4carTun uplift at joebtinala 8 PA. sign of this tr S� "k / 5 (B). P.22243 CA Weal. r2 1220 51113% TE,2QAC.E HMI, FLORIDA 3355 TEL- (3105) 262 .6225- FAX- (905)261.2®N • L-_ •,i- Job Truss Truss Type Qty Ply .2-9-16 CJ5A ROOF TRUSS 1 1 Job Reference (optional) .630 s Jul 9 2015 MiTek Industries, Inc. Wed Jul 27 10:32:57 2016 Page 2 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-Pfd_aHJKZnXipORrSCIEIxXx5YPFVnckTFf2HaytvJa LOAD CASE(S) Standard Trapezoidal Loads (pif) Vert: 1=-0(F=45, B=45) -to -2=-120(F=-15, B=-15), 1=-0(F=10, B=10) -to -3=-28(F=-4, B=-4) ••• • • • • • •••• • • • • •• • ••• • • • • • •• • • • • •••• •• • • • • • • • • •••• • •• • •• • • • • • •• •• •••• • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • 0 0 10: uul 4 CONEWNS 116NEERS, PA CML ! aliztl RAL RE. 22249 CA WM 1720 5111 39th TErtiVa )11011, FLORIDA 3355 TEL -(305):62.6225 FAX -(305)262.2044 Job s Truss Truss Type Qty Ply 2-9-16, i T1 ROOF TRUSS 3 1 I Job Reference (optional) -q-3r8 0-3-8 5-4-0 5x6 = 5-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue Apr 05 10:32:30 2016 Page 1 I D:yR7aErAsOxAZuJ6S81 ewN UZWOzo-LEfrLuQOu8rBDO WxQ Vu6fisVeiao7f_VZ 1 B?GHzTp6? 7-0-412-8-0 1-8-4 I 5-7-12 2x4 II 2x4 II 2 3 W W1 Ti Scale = 1:23.7 Camber = 1/8 in 5x6 = W1 1 8 7 64x4= 2x4 11 4x4 = 5-4-0 7-0-4 5-4-0 1-8-4 2x4 I I 12-8-0 5-7-12 m N Plate Offsets (X,Y)-- [1:0-2-8,0-2-12], [4:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0] LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0.65 WB 0.57 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 6 >999 240 Vert(TL) -0.21 6 >694 180 Horz(TL) -0.04 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=804/0-3-8 (min. 0-1-8), 4=804/0-3-8 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0 BOT CHORD 6-7=0/2128 WEBS 1-7=0/2007, 2-7=-382/0, 3-6=-388/0, 4-6=0/1972 Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- •• ••• • • • • • •• 1) Provide adequate drainageto prevent water pondiry • • 2) Plates checked for a plus of ininusj degfge &itatioAaboutmits center. 3) This truss has been design forip•1 ).0' pgf tibu8mhbrd,lyrt load nonconcurrent with any other live loads. 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall notkxceed U.500in. RECE1\ij3 APR 0 6 2016 LOAD CASE(S) Standard • • • • • • • •• •. • • •• •.• •, • • • • . • • • • . • • • • . . • •.• • • ••• •. • .. • • • . • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • . • • •• .• • • • •. •• ••• • • • .•• • • oPlNIThdo gbriPAhn CCN5(LTN3 MEEK PA CML / SMUC1R L RE 22249 CA OMR 1220, 511139th TERRACE MIAMI, FLORIDA 33155 TEL- (305) 262 6225 FAX- (305) 262.2014 BAR 3 0 2016 IJob , Truss . Truss'Tjrpe i Qty ' .- Ply : 2-9-16 T2A 1 ROOF TRUSS 5 1 Job Reference (optional) -9-3j8 0-3-8 • 5-4-0 5x6 = 5-4-0 1 2x4 II 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue Apr 05 10:32:30 2016 Page 1 ID:yR7aErAsOxAZuJ6S81ewNUzWOzo-LEfrLuQOu8rBDOWxQVu6fisVfian7f VZ1B?GHzTp6? 7-0-4 12-8-0 1-8-4 5-7-12 T 2x4 II 3 Scale = 1:22.7 Camber = 1/8 in 4x5 = W1 B1 W1 W1 8 2x4 I I 7 4x4 = 5-4-0 7-0-4 5-4-0 1-8-4 6 4x4 = 12-8-0 2x4 11 5-7-12 Plate Offsets (X,Y)-- [1:0-2-8,0-2-12], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0] LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0:65 WB 0.57 (Matrix) DEFL. in (loc) l/defl Vert(LL) -0.11 6 >999 Vert(TL) -0.21 6 >692 Horz(TL) -0.02 5 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=804/0-3-8 4min. 0-1-8), 5=804/0-3-8 (min. 0-1-8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2128/0, 2-3=-2128/0, 3-4=-2128/0, 4-5=-730/0 BOT CHORD 6-7=0/2128 WEBS 1-7=0/2007, 2-7=-382/0, 3-6=-389/0, 4-6=0/1971 NOTES - 1) Provide adequate drainage to prevept water ponding . • 2) Plates checked for a plus of plinus.(=dVFi a =pt$tiojl4ouLits center. 3) This truss has been designed for '�0.0 bb�temchj�rd.IlV� load nonconcurrent with any 4) ,"Semi-rigid pitchbreaks with {xed he•els" Member end fixity model was used in the aa�alysis 5) Gap between inside of top chord bearing and first diagonal or vertical web shall notlexceed • LOAD CASE(S) Standard • . '�. • • • • • • • • • • • .•. • • . •• • . . •. •. • • • • • • ••• • • • • • • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •. • ••• . • • ••• • Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. other live loads. anrd dacign of Chic tnacc 0.500in. orOwndo ana 4 COMMEW.I PA CML / martuRAL P .22249 CAVX552 1220 5111 39th TERRACE MIAMI, FLORIDA 3355 TEL- (305) 262 6225 'FAX- 262.2014 MAR 3 0 2016 liob , (2-9-16 Truss T3 Truss Type ROOF TRUSS Qty 5 Ply 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue Apr 05 10:32:30 2016 Page 1 ID:yR7aErAsOxAZuJ6S81 ewNUzWOzo-LEfrLuQOu8rBDOWxQVu6fisYliZg7kfVZ1 B?GHzTp6? 3-8-8 7-5-0 3x5 II 3-8-8 3-8-8 3x4 = 2 Scale = 1:15.4 Camber = 1/4 in 2x4 II T B1 5 3x4 = 7-5-0 4x4 = 7-5-0 Plate Offsets (X,Y)-- [1:0-2-12,0-0-0] LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL . 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.71 WB 0.20 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.15 4-5 >553 240 Vert(TL) -0.39 4-5 >221 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 36 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 7-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4 REACTIONS. (Ib/size) 1=463/0-3-8 (min. 0-1-8), 4=463/0-3-8 (min. 0-1-8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-5=0/309 BOT CHORD 4-5=0/700 WEBS 2-4=-739/0, 2-5=-739/0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES • - 1) Provide adequate drainagebto prev'elt later {ooradipg • • • 2) Plates checked for a plus dirininu§4 dagetoitiatl„ bout its center. 3) This truss has been designedifor a40.0W l!c=ttbrrtcfibrd Ve load nonconcurrent with any other live loads. 4) "Semi-rigid pitchbreaks wit Tixeciheels"'-MMember end fixity model was used in the 5) Gap between inside of top chord bearing and first diagonal or vertical web shall nq LOAD CASE(S) Standard •• �. •••• ••• • •••• • • •• •• • •• • •. •• • • • .• •• • • •• • • • . • • .• •• • • ••• • • • • • • • • • •• • ••• • , • .. ••• •,. . '• . .. :,•:, ••• • • • • • • • • • • • • •• •• • ••• • • exceed 0.500in. Orilmcdg crilt VcDrgun MUM U EOM, PA CML / 51RJCi1 L P.E. 22249 CA OX5512 1220 511139th TERRACE MIAMI, FLORIDA 33155 TEL -(305)262.8225 FAX- (305262-2014 MAR 3 0 2016 I Job , •2-9-16 Truss FG1 Truss Type ROOF TRUSS Qty 1 Ply Job Reference (optional) 5-0-4 5-0-4 1 4x6 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Tue Apr 05 10:32:31 2016 Page ID:yR7aErAsOxAZuJ6S81 ewN Uz WOzo-pQCDYER0fRz2rA57_DPLBwPh I5zPs6heohwYojzTp6_ 9-9-0 4-8-12 2x4 I I 2 4x6 = 3 W1 W2 T1 W3 W1 B1 6 4x6 = 5-0-4 5 4x8 = 9-9-0 4 4x5 = 5-0-4 4-8-12 Scale = 1:18.5 Camber = 1/8 in Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 [4:0-1-0,0-1-12] SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.46 BC 0.50 WB 0.54 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.11 5-6 >999 Vert(TL) -0.21 5-6 >530 Horz(TL) 0.00 4 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 110 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x6 SYP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 6=2818/0-3-8 (min. 0-1-11), 4=2818/0-3-8 (min. 0-1-11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-1450/0, 1-2=-5791/0, 2-3=-5791/0, 3-4=-1529/0 BOT CHORD 5-6=0/973, 4-5=0/885 WEBS 1-5=0/4949, 2-5=-400/0, 3-5=0/5057 Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as foIew,.2Zc6a 27oyt itaDgiredat 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6. 2•rows:ta�ggered at 0-9-0 oc. Webs connected as follows:'2.x4 -*tray 4 0:9-d oc.` • �. 2) All loads are considered eValty tortlied18 all Plies' eRcel5? if noted as front (F) o back B face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute -only lo otherwise indicated. 3) Provide adequate drain§A.to'tevent tp19]prp8pding.: •'. 4) Plates checked for a plus minus Q degrresotrign tint :Is :enter: 5) This truss has been designed foga 10.0ppa�f `ottom chord line load nonconcuirre' 6) "Semi-rigid pitchbreaks Mth fixed'heels'"Memeer end fixity model was used' in th LOAD CASE(S) Standard 1) Dead + Roof Live (balance8(1Lualber i(lciea$en.13,•'Plateancrease=1.33 • • • ••• • • • • . • • • • • • • • • • • • • • • • • • • • ••• • • • •.• • • Continued on page 2 s no as or un ess owl o 4c:urituilt • r live IoadsCGe &&TPG SOWERS, PA design of th' / 51RZTURAI. t. 45 a wan 1220 51139th TE"2RACE HIAHI, FLORIDA 33155 TEL -(305)262 6225 FAX• (305)262-204 tendo MAR 3 0 -2016 Job -9-16' L Truss FG1 Truss Type ROOF TRUSS Qty 1 i Ply 2 Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-110, 4-6=-497(F=-322, B=-1 54) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • •• • •• •• •• •• • • • •• • • •• •• •• •• • • • ••• •••• •• • ••• •• ••• • • • • ••• • • • • •• •• •• • • • • • • ••• • • • • V • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • E30 s Jul 9 2015 Mle. Industries, Inc. Tue Apr 05 10:32:31 2016 Page ,y, I D:yR7aErAsOxAZuJ6S81 ewNUzWOzo-pQCDYEROfRz2rA57_DPLBwPhl5zPs6heohwYojzTp6_ 0r0ando on, IlicpTAnn Cc!15(LTI G B 3QE RS, PA CML / BIMJC111RaL PE. 22249 CA 0005512 1220 511135th TERRACE MIAMI, FLORIDA 33155 TEL- (305) 262 6225 FAX- (305) 262-20N MAR 3 0 2016 *44+